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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE U "E ONLY: Fate: o� �, ) Fee Due: Receipt# an Permit # .6i ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED St. Lucie County Building and Zoning 2300 Virginia Avenue SCANNED Ft. Pierce, FL 34982-5652 BY 772-462-1553 St. Lucie County APPLICATION FOR ALUMINUM.STRUCTURES PERMIT PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: _ 13 q 1 Q 2 cl � -2 r C J'y-- ; 1' I �t'Gca - C 2. PROJECT NAME: SDa vv S h UCL i( C'.J F(M'fWi;WSITE PLAN NAME: -e!m s - ke-j 3. PROPERTY TAX ID #: 3 b G -.lam -mol —0 00' _ 4. LEGAL DESCRIPTION (attach extra sheets. if necessary): V. ct s A L' l� ey R 4 6r'y','S 5. PLAT 6. PAGE c G 7. BLOCK 8. LOT BOOK r� NO. ��/ i�3/� NO. NO. 9. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS ✓mot f b 70 6 FBI .-- 10. SETBACKS (ACTUAL) FRONT: BACK: RIGHT SIDE: LEFT SIDE: 11. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE) TYPE OF CONSTRUCTION N=New A= Addition R = Rebuild SG = Slab on Grade SR = Raised Slab WD = Wood Deck DIMENSIONS SQUARE FEET OF CONSTRUCTION ❑ SCREEN ROOM ❑ NEW ElEXISTING X ❑ CARPORT/PATIO ROOF ❑ NEW ❑ EXISTING X ❑ HABITABLE GLASS ROOM El —NEW ❑ EXISTING X ❑ SUNROOM ❑ NEW ❑ EXISTING X ❑ SHED ❑ NEW ❑ EXISTING X ❑ POOL ENCLOSURE ❑ NEW ❑ EXISTING X ❑ M H ROOF OVER ❑ NEW ❑ EXISTING X ❑ ROOF SYSTEM OVER EXISTING ACCESSORY S UCTURE — ❑ NEW ElEXISTING X aC (ry Q C OTHER: 1 — [ NEW ❑ EXISTING X (�- ❑ POOL FENCE Linear feet TOTAL SQUARE FOOTAGE OF CONSTRUCTION & 12. VALUE OF CONSTRUCTION: $ 5 a The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted PRIOR TO FIRST INSPECTION. SLCCDV Form No.: 001-02 Rev. 31112009 OWNER INFORMATION } NAME: C% t�Z�Cr-Cd of ADDRESS: CITY: 8' (e rG e e STATE: L— ZIP 3 l -S PHONE (DAYTIME): (3�� Lf—f 3 EMAIL: FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE: FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: STATE: ZIP PHONE (DAYTIME): ( ) CONTRACTOR INFORMATION STATE OF FLORIDA REG./CERT #: ST. LUCIE COUNTY CERT #: BUSINESS NAME: C4 r 0/ , QUALIFIER'S NAME: 4 r(-C. i ADDRESS: 16 C CITY: Ge STATE: E L ZIP 7 ! PHONE (DAYTIME): (�) `I . � FAX NO. % 2� 1J�email: �k r C ieP� ARCHITECT GINEE�jR: QA I (rC AL� o A E ADD S: (O c N X d:26634 CITY: W6 -t- 'd rc ATE: ZIP t.., PHONE (DAYTIME): 7 6 2 —cr I NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING, AND HVAC ZONING REQUIREMENTS All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE. scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan. ❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for inspection verification. ( not required for construction unrelated to storms) OFFICE USE ONLY SECTION TOWNSHIP RANGE MAP NO. Additional ZONING LAND USE LOT CVG % Permits Required REPORT FEE BIMS -F MISC FEES $ TOTAL FEES CODE BUILDING & ZONING REVIEW FRONT PLANS VALUE OF CONSTRUCTION REVIEW COUNTER ZONING SUPERVISOR EXAMINER VEGETATION' USING ICC TABLE DATE COMPLETE INITIALS PLAN .REVIEW SPECIFICATION CHECKLIST PLEASE PROVIDE ONE OF THE FOLLOWING: t'J 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professionallicense. ❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide To Aluminum Construction in High Wind Areas. ❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113. (I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF A SUBMISSION. • All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger. • All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists & drawings. 6 The.plan view must include all dimensions; the location of the host structure and all materials must be sized and identified thereon. • All elevations must be shown, including 4 h wall detail, dimensions and all material must be sized and identified. • All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"]. • All methods of fastening or other details which are relevant to the design must be identified on the Plans. • .. All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"]. • All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component must be sized and identified. • All ridge beams and super gutter or fascia attachments must be identified. • All roof pans or composite panels, with gauges and spans, must be'sized and identified. • All footing, slab and ISO pier designs must be on the plans, per the „Architect / Engineer's plans & specifications. • All light metal alloys which are utilized shall be designed inconformity with the Florida Building Code of 2007, Chapter 20, including 2006 revisions. ° • Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self-closing,,self- catching gates with picket spacing. (II) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM COMPONENT; SHALL MEET ALL OF THE ABOVE REQUIREMENTS AND THE FOLLOWING�ADDITIONAL ITEMS: 'S (A). 2 copies of the cur ent productCaporo' val [i.e: N.O.A. or State of Florida aporovall with the proposed -'opening"':or cladding component highlighted and with fasteners and design pressures, peffBC-1714,;clearly identified. (B) 2 electric schematics, in accordance with the N.E.C., if applicable. - (C) Design pressures, per ASCE-7, identified on the openings of a11.Plans.,. (III) HABITABLE ROOMS/ADDITIONS DESIGNS.SHALL MEET ALL .OF,'THE ABOVE REQUIREMENTS, EXCEPT AAMA, SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING;..CODE:': (IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE FOLLOWING ADDITIONAL ITEMS: = - (1) The designer or engineer will state on all Plans, which Category of Design [3.1.2] will be used, inclusive of the definition, (2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy calculations and long form equipment sizing calculations.shall be regitiifed,. puisuint to Chapter 13 of the: current State of Florida Building Code. !- (V) MOBILE HOMES (FAC 15C-2.0081- FAC 15C-2,0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS (Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO AMOBILE HOME SHALL REQUIRE: (a) A 4`s wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial number and current owner's name and street address. (b) That the complete guide to H.U.D. specifications be strictly adhered to. (c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall assume full responsibility for both structures' integrity by site specific documentation. CERTIFICATION: This application is hereby made in order to obtain a permit t.o "do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A CONDITION PRECEDENT TO THIS PERMIT 1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify that the components being used, fasteners type anti fastening pattern meet all the requirements for the designated wind zones established by the county and take full responsibility for complying with the submitted design of the structure being permitted. 2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not otherwise included with this building permit application: fied sting foundation meets the requirements 3. I ,the Contractor /Owner Builder, have veri.of the Engineer of Record and is in adequate condition to withstand t weight of the aluminum structure and said structure will not Aeotprint of the structure that was in exi eiY:' o to remov y the storms. 97 t 2 rr; ONTRACTOR SIGNATURE m r- Z5 tCON ACTOR SIGNATURE Q m O (1�0 STATE OF FLORIDA m x STATE OF FLORIDA COUNTY OF LCOUNTY OF The foregoing instrument was acknowledged before me The foregoing instrument was acknowledged before me me this day of , 20-L L ,.; ; c•.,., this -Is day of , 20 J % , G , I ... ��t= m it . by �i,;;s..,• who is personally ow to me, or who has < > o is personally own to me, or who has produced o M r oduced , as identification. identification. _ 0 _off - &LW ea) ���'�� a Signature of Notary gttature of Notary IMPORTANT NOTICES: • TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNERBLDR AFFIDAVIT. • ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR STAMPED REPRODUCTIONS ARE PROHIBITED. ,i • WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN AT)T)TTTnNAT. FEE WILL BE CHARGED. Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Permit 1 R1 Address 13990 ZORZAL JAVE I Owner(s) Wynne Building Corp FORT PIERCE 34951 Historic I No Jurisdiction St. Lucie County -Parcel # 1306-111-0001-000/0 S/D Spanish Lakes Fairways NE Phase I Block 162 Lot # 142 _FLU RU Zoning PUD Flood MaF 65F Flood Elevation Flood Zone X Job Address Application Type Master Permit w/subs Activity Type New Other - Specify Permit Type Building Residential (SFR) Date Applied Location Mainland" Date Issued lat Fee Valuation Date Finaled Date Voided 13990 ZORZAL AVE G Category Type Status Finaled ation 07/19/2011 Taken By gersteml Issued By angela Posted By scheigng Please explain in Additional Comme. Open Contractor . Registration Phone (772) 878-5513 ext Fax ( ) - Mobile ( ) PagerSUB TRADE PERMITS Attach Sub ( ) - . Permit - Sub -Trade Permit Permit Type Electrical ub Trade Status Finaled 1004-0014-01 Contractor 2045 STUBBS LAWRENCE V Taken By gersteml 1l)04-0014-01 EP Company S & W ELECTRIC INC Date Applied 04/01/2010 1004-0014-02 PP 1004-0014-03 ME Phon( ( ) _ Issued 08/05/2010 -------- — "-- Owner / Buildier Issued By angela Expiration Finaled 01/20/201.1 Sub -Trade Job Description 07/18/2011 Finaled By ischeigng f,' Contractor Name Business Address Email Units 1,00 Floors 1 Buildings 1 # Bedrooms 2� # Bathrooms 2.0 Total Sq. Ft. 2,075.00 Min Flood Elevation Flood Map 65F Flood Zone FCC 101 Single Family Detached an NOC Required ® NOC Receivec ® NOC Expiration 04/06/2011 Setbacks Front 30.00 Back 19.00 Left Side 25.00 Right Side 22.50 Job Description Additional Info SINGLE FAMILY RESIDENCE (REPLACEMENT HOME) GRAND CARLTON MODEL -FRONT PORCH - RIGHT GARAGE, REAR PORCH. Please include the date and your name wnen aaamg mrormarion. 8/4/2010 - MOBILE HOME IS BEING MOVED TO PSL - PERMIT FROM PSL IN FILE 7.27.10 Revisions given to Dave Johnson . Dawn Milone 74 File dit Vies Bookmarks Tools Window Help o°o��T1 'fO�` s� �.r{� r�R y 0 �' '`•` 1:532 ivj O «;+., r -Parcel Boundaries t o 0.70 vi, ❑ kghGghter - x c ml iu*, J :J Layers ^,I ' Gi ,0 Parcel Boundaries m Basemap Markers nt • Communication Towe' i7 [7 county Boundary [+J^E3 Overlay Zones Fj ❑ sections I• [+7 ❑ Historic Structures O 2 Address Master II [+J ❑ Misc Addresses j ;+7 ❑ Hydrology Names [+J ❑ Road ROW Dimension Gl ❑ Lot Lures 1+7 ❑ Block Numbers Anno i� Lot Number Anno Ct] ❑ Parcel Dimension Anri ai [IManaged Care Fadbt! I sJ ❑ RO\xi ' C+7 EJ Major Roads &I R5 Streets i r7 ❑ Historic sites 1+1 0 Hydrology Annexations rE.d,.,az18•©Annexations ;Cr7 •. Zoning I [+1 9 Future Land Use ,I 1 , 4:,• ['t Flood Zones i ❑ Petitions ^+., ❑ Airport Runway +).Q Parks&Preserves (v7 Site Plans j Q Nlmdzones (%I ❑ Mobile Home Parks , V [D Subdivisions i Ctl •❑. Solid Waste Service, ;t 2 Major Hydrology fi! Q Uttity Service Areas [f n Zp Codes �_ j-n M,mi ones �I 14063 14041 14019 t 13987 13981 13973 J13959 13965 r �- �" #'� �� � '3?� I' 3 r, �+ vr- V' l �.,r ..� 4"f x i• �f"5 ;t: � .� F''-w�,� way # �i � r f 1g7 2 13974. 13966 13958' to - 13990 �� 13982 14064 349511: Puo- 14020 = ' Ft Pierce 1395V ZOR7AL �1406 14041 14019 m` 1, - �° {start• 1 aAE5 a'tt. lCltWew a Property AP{xats?2 .., �BZManap-Aroleader �Inbpx-kLaowff Out '���®TyJ ScwAM' Tu6sclay, Feb 15, 2011 08:16 AM Property Appraiser - St.Lucieunty, FL Page 1 of 1 ld�� PROPERTY RECORD CARD Michael S Fitzgerald Record: 1 of 1 <<Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print Property Identification Site Address: 13990 Zorzal Av ParcellD: 1306-501-0210-000-5 �. Sec/Town/Range: 06:34S:39E Account #: 175697 Map ID: 13/06N Land Use: SF Res City/Cnty: St Lucie County �! Zoning: PUD - CO Ownership and Mailing Legal Description Owner: Michael S Fitzgerald Bonnie Fitzgerald 06 34 39 THAT PART OF SEC AS SHOWN IN OR 2380-1934 BEING Address: 13990 Zoral Ave LOT 13990 ZORZAL AVE (BLK 12 LOT 1) (0.17 A Fort Pierce FL 34951 More... Sales Information Assessment 2010 Final Total Land and Building Date Price Code Deed Book/Page 2010 Final: Land Value: Acres: 0.17 2/3/2011 0311 LE 3266 / 2842 Assessed: Building Value: 5/1/1986 1315000 02 CV 0502 / 0947 Ag.Credit: Finished Area: 1473 SgFt Exempt: Taxable: Taxes: BUILDING INFORMATION X 'i Exterior Features View: - RoofCover: TN - Metal RoofStruct: HP - Hip ExtType: HC+ -HC+ YearBlt: 2010 Frame: Grade: C+ - C+ EffYrBlt: 2010 PrimeWall: BS - CB Stucco StoryHght: 0010 - 1 Story No.Units: 1 SecWall: - Interior Features BedRooms: 2 Electric: MX - MAXIMUM PrmintWall: DW - Drywall FullBath: 2 HeatType: FHA - FrcdHotAir AvgHt/FI: 1/2Bath: 0 HeatFuel: ELEC - Electric Prm.Flors: WDLM - Wood Laminat %A/C: 100 %Heated: 100 %Sprinkled: 0 Special Features and Yard Items Land Information Type Y/S Qty. Units Qual. Cond. YrBlt. No. Land Use Type Measure Depth DWC - Driv-Concret Y 1 600 AV AV 2010 1 0100-SF Res N -Flat 1 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS.NOT WARRANTED http://www.pasle.org/prc.asp?prclid=130650102100005 2/21/2011 0 A.4 6 S i I DESIGN I COMPONENT SELECTION FOR A- I I. PATIO ROOM wd a SOLID ROOF - Screened or Enclosed - Side 9 of 4 Using as Reference: j Aluminum Structures Design Manual Florida Building Code, Jition by Lawrence E. Bennett, P.E. f Designer: • % s * -6r�'��P" ��5'� LLX�Jobsite Address: ��%���z^ �/� /f Owner: Contractor (if other than Designer): Fora: XScreen (only) - G Vihyl Room - ❑ Glass Room Date: Wind Zone: �Z67 mph Overall_ Doom Size: Length: g r Ft. by Projection of: (Feet) Overhang on Host Structure: , Attached, Aluminum Cover [Clear] Spans: Room Height @ Roof Attachment: , and, Q Roof Bearing Wall: A) Roof Panel Selection: (for Standard 3" Riser or Composite Pans per Section 7, Table Using: 0 3" Riser. by 12" Wide by 0 .026" or, ❑ .032" thickness by 3105H14 Alloy Panel (see Page , OR, 3" Industry Standard Composite Panel Roof wl G .024" or. ..030" Skin (see Page # OR, ❑ Metals USA PRO-FAB Composite Panel Roof w/ ❑ .0260 or, ❑ .032" Skin (see Page # 7- , OR, ❑ Other Specialty Panels, per B) Intermediate Beam: ?C NO ❑ YES. (per Section 2, " )R Section 3, Spacing = Span = Member Selected = C) Edge Beam a. Roof fearing: (per Section 3, Table Tributary Load Width, (r Span + Overhang) : -_(Ft) - Bound tap to: {Ft) Select Extrusion: X, X _4 Maximum Allowable [tabular] Span of: D) Columns (Posts. Uoriohts) in Roof Bearing Wall: (per Section 3, Table Typical Spacing & Load.W1dth("1AF): (Feet) Rounded to Nearest Tabular Value of: Wall Height: & Post Span is: _ _ , Selected & Using: E) Columns !Pasts. Uoriahts) in NON -Bearing Wall: (per Section 3, Table. Mark (131 ) - Wdth of: by height & span of: . Selected J Using ° ®� Mark ( P2 ) - Width of: by height & span of: ,Selected 1 Using E) Wall HOrizontals(Secondanr Screen Wail Members): (per Section, Table 34 X-130 ,(Note"Aftamum vertical -,spacing of wall horizontals:{aka girt) = T-on) 1) Helgk (from sole plate) �{ft) Load width 6 L(ft) Span * " (ft) Using _� 2X2 Hollow or 2) Height (from sole plate) (ft) Load Width (ft) Span ® (ft) Using 2X2 Hollow or &L3 k'.6171 G) Miscellaneous Eiementx Exterior Comers 1 intersection of Bearing and Bearing Walls: 2X2 Hollow and 1X2 OB (Composite 2X3) Sole Plate: IX2 08 Top Plate of Non -Bearing (Side) !Malls: 2X2 Hollow ,� I -- . 41te 3741057 td, WYNNE BUILDING CORPORATION 8000 S. US #1 SUITE 402 PORT ST. L UCIE, FL 34952 PHONE #772-878-5513 FAX #772-878-7656 FILE PAwOLCOPY February 9, 2011 Im Mr. & Mrs. Fitzgerald 13990 Zorzal Avenue Ft. Pierce, FL 34951 Re: Warranty Leasehold Estate Deed Dear Michael & Bonnie, Enclosed is your original Warranty Leasehold Estate Deed, which was recently recorded with the Clerk of the Circuit Court, St. Lucie County. We hope you are enjoying your new home, and if you have any questions concerning the above, please do not hesitate to contact us. Yours truly, �an J44"0-, Dotty Hafner Sales Secretary Enclosure a Wynne Building Corporation 8000 South US 1, Suite 402 Port St. Lucie, FL 34952 rument prepared by: T C. McCLYMONDS, ESQ. McClymonds, P.A. d Road, Suite 25 1ami, Florida 33143 JOSEPH E. SWATH, CLERKOF THE CIRCUIT COURT SAINT LUCIE COUNTY FILE tt 3859600 02iO4r201 t at 01 �47 PNI OR BOCK 3266 PAGE 2542 - "344 Doc Tvpe' DEED RECORDNG: $27.30 WARRANTY LEASEHOLD ESTATE DEED MADE this i 24th day of January , 2011, between WYNNE BUILDING CORPORATION, ion existing under the Laws of Florida, hereinafter called the Grantor, and MICHAEL S. & BONNIE A. FITZGERALD ESTATE BY ENTIRETIES (HUSBAND AND WIFE) whose post office address is: 13990 Zorzal Avenue Ft. Pierce FL 34951 hereinafter called the Grantee. (Wherever used herein the terms "Grantor" and "Grantee" incl ade the parties to this instrument and the heirs, legal representatives and assigns of individuals, and the successors and assigns of corporation.) WITNESSETH: That the Grantor, for and in consideration of the sum of TEN DOLLARS ($10.00) and other good and valuable considerations, receipt whereof is hereby acknowledged, by these presents does transfer, set over and assign unto the Grantee all that cert in Leasehold Estate in and to the following described real property situate, lying and being in St. Lucie County, Florida, to -wit: Lot 13990 Street Zorzal Avenue as shown in that Spanish Lakes Fairways Identification Maps as recorded in O.R. Book 2380, Page(s) 1934 through 1939 Dated October 4, 2005 of the Public Records of St. Lucie County, Florida TO HAVE AND TO HOLD the same pursuant to the terms and conditions of the First Amended Spanish Lakes Fairways Uniform Long Term Lease Agreement which is recorded in Off Dial Records Book 2366, Pages 2987 through 2994, of the Public Records of St. Lucie Couty, Florida, which terms and conditions are incorporated herein by reference, with the Gra itor herein being the Landlord and the Grantee herein being the Tenant and also referred to ,as tl,e Original Tenant. The commencement date of said lease is 1/24/11 and the initial monthly rental is $ 439.00 I N/10/ 7 Law Offices of Sirkin & McClymonds, P.A. 7900 Red Road Suite 25, South Miami, Florida, 33143 C:1Do uments and Settings\CarolN\CLOSING DOCS\WARRANTY LEASHOLD DEED FWYS GLR.doc AND the Grantor hereby covenants with said Grantee that it is the lawful owner of said reallproperty; that it has good right and lawful authority to transfer and assign a Leasehold Estate therein; that it warrants the title to said Leasehold Estate, subject to the terms and conditions ther of, and will defend the same against the lawful claims of all persons whomsoever. Grantor resems to itself fee simple title and all other rights in the above property not specifically granted IN WITNESS WHEREOF, the Grantor has caused these presents to be executed in its .e, by its proper officer thereunto duly authorized, and its corporate seal to be affixed the day year above written. SIGNED, SEALED AND DELIVERED IN OU&PRESENCE: ' Name Name STATE OF FLORIDA COUNTY OF ST. LUCIE WYNNE BVILDINg CORPORATION Joel F. Wynne Printed Name President Title 8000 South U.S. #l, Suite 402 Port St. Lucie, Florida 34952 (Corporate Seal) dayTHE FOREGOING INSTRUMENT was acknowledged before me this 3 of - Ru , 20 Il , by Joel F. Wynne , as President of BUILDING CORPORATION, a Florida corporation, on ehalf of the corporation, who ( ) is personally known to me or ( ) has produced as identification. My' Commission Expires: Notary Public DOROTHY ANN HAFNER Notary Public - State of Florida • My Comm. Expires Oci 2, 20t2 Dorothy Ann Hafner Commission # DD $27096 Printed Notary Signature i'•• rl w o Bonded Through National Notary Assn, ACCEPTANCE Grantee hereby accepts the foregoing Warranty Leasehold Estate Deed and agrees to be by the terms and provisions set forth therein including, but not limited to, the First ed Spanish Lakes Fairways Uniform Long Term Lease which is recorded in Official s Book 2366, Pages 2987 through 2994, a copy of which has been furnished to the Name of Witness GRANTEE: r Signature MICHAEL S. FITZGERALD Print d Name of Grantee Signature BONNIE A. FITZGERALD Printed Name of Grantee -2- N/10 7 Law Offices of Sirkin & McClymonds, P.A. 7900 Red Road Suite 25, South Miami, Florida, 33143 CAD currents and Settings\CarolN\CLOSING DOCS\WARRANTY LEASHOLD DEED FWYS GLR.doe i STATE OF FLORIDA CdUNTY OF ST. LUCIE THE FORGOING ACCEPTANCE was of r77t%^[ &A V , 20_LL by (22 i 6,Y4 z who ( ) is personally known to me or as identification. Commission Expires: DOROTHY ANN HAFNER Notary Public - State of Florida My Comm. Expires Oct 2, 2012 Commission # DD 827096 Bonded Through National Notary Assn before me this produced 10 S. M 0 Dorothy Ann Hafner Printed Notary Signature -3- Nl10/ 7 Law Offices of Sirkin & McClymonds, P.A. 7900 Red Road Suite 25, South Miami, Florida, 33143 C:\Do uments and Settings\CarolN\CLOSMG DOCS\WARRANTY LEASHOLD DEED FWYS GLR.doc ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood'and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Sliding, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual within six months of becoming a client and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: _ Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Altemate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 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 IOB: Roof connection details. SHEETIOC: 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 iOG: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfle 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. Und erstands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to 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 attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors KA—CKCAQ he ASDM. CONTRACTOR NAME: A Vk CCiy e_t CONTRACTOR LICENSE NUMBER: COURSE # 0002299 ATTENDANCE ❑ CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes a. Permit card & address . . . . . . . . . . . . . . . . . . b. Approved drawings and addendum& as required . . . . . . . . . . . . . . . . . c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement _ 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for: Yes a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam sizes, span, spacing & stitching screws (if required). c. Puriin sizes, span & spacing _ d. Upright sizes, height, spacing & stitching screws (if required) . V e. Chair rail sizes, length & spacing. . . ... . . . . . . . . . . . . . V f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . . ✓ g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . . 3. Check load bearing uprights I walls to deck for, Yes a. Angle bracket size & thickness . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for. Yes a. Receiver bracket, angle or receiving channel size & thickness . ✓ b. Number, size & spacing of anchors of beam to receiver or receiver to host structure ✓ c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . _ d. Roof panel attachment to receiver or host structure . . . . _ e. If angle brackets are used for framing connections, check number, size & thickness ✓ of fasteners : . . . . . . . . . . . . . . . . . . . . . . _ f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . . _ S. Check roof panel system for. Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . _ b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . . Notes: No 7V No No _r No 7 V No Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ulfimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HOI PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY = CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES i U MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS APE' BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA y , BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS., t j v: JOB NAME: ADDRESS: DRAWING FOR ONE PERMIT ONLY 7 J W 2O Z ZO LU C7 tY F- y Z W _Z W Z co% 20 W oO Q U (Y U � LLI J t0 U) U n Z H Q Z Z W W Z of 0 J W J Q CO "' J � j co 11 W LL 2 m E W 2 0 auj 0 a i r c N j a `( C LLI rn X t a7 0 08-12-2010 1 OF a a Z .0 Z w w w Z Z w m 12 o 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 Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B''C'_ or'D' *Importance Factor 0.87 for 100 MPH and 0.77 for 1 PH and higher, 120 MPH or AAMPH for 3 second wind gust velocity load; Basic Wind Pressure Design Pressures for Screen / Vinyl Roorpr s can be found on pa 3A-ii: a. "B" exposure = �-PSF for Roofs & _MPSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C.0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii. 2. Host Structure Adequacy Statement: I have inspected and verify that the Dost structure is in good repair and attachments made to the stru ire ill be solid-' ! /' 5J 1 � -'-�/ v Phone:�� C f(ractor / Authorized Rep* Name (please, print) Date: e7 Contractor / Authorized Re ' Signature Ill e G C Job Name & 1,11dress Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yeses No A. Project name & address on plans . . . . . . . . .. . . . . . . . . . . . . . - B. Site plan or survey with enclosure location . . . . .. . . . . . . . . . . . . . C. Contractor's / Designer's name, address, phone number, & signature on plans . . D. Site exposure form completed . . . . . . . . . .. . . . . . . . . . . . . . . -/ - E. Proposed project layout drawing @ 1/8" or 1/10' scale with the following: V 1. Plan view with host structure area of attachment, enclosure length, and . - projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . . - 3. Beam span, spacing, & size . . . . . . . . . . . . ✓ - (Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing, & size . . . . . . ... . . . . . . . . . . . . . - (Select uprights from appropriate 3A.2 series tables) (Check Table 3A.3 for minimum upright size) 5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . . � - (Select chair rails from appropriate 3A.2 series tables) 6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . - (Check Table 3A.3 for knee brace size) 4. Highlight details from Aluminum Structures Design Manual: Yes No A. 'Beam & purlin tables w/ s' s, icess,`s a�tng, & spans / lengths. Indicate Section 3A tables used: O - 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 � � REQUIRED SPAN NEEDED IN TABLE I ��� L_ EXPOSURE MULTIPLIER e (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 andlor'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 thl /Q �_`L_ 5 e e ! t o �rC�� esl Shge)'2+ Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . - D. Connection details to be used such as: 1. Beam to upright V 2. .............................. 3. Beam to wall . . . . . . . . . . . . . . . .. . . . . . . . . . . . - . . . - 4 Beam to beam . . . . . . . . . . . . . . . . .. . . . . . . . . . . Y - 5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . 'gutter . . -/ 6. Extruded connection . . . . . .. . . . .. . . . . . . . . . . U-clip, angles and/or sole plate to deck . . .. ... . . . . . . . . . E. . . . - . . . - Foundation detail type & size . . . . . . . . . . . . - • Must have attended Engineer's Continuing Education Class within the past two years. •• Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16, using a 4" existing slab and 20'-0" with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be self supporting with only the roof.flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wail construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" withan 18" x 2" x 0.044" knee brace at each end of the beam. C. If the mobile / manufactured home manufacturer certifies in writing that the mobile home 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 infilis and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply wl requirements of the AAMA / 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 coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panel/solid wall area exceeds 40%, Class 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 16' projection with a T overhang. Any greater load width shall be site specific.All framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure"B" Basic Wind Pressure Screen Rooms & Vinyl Rooms Roof I Walls Over Hang All Roofs 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 50.8 130 MPH 2O.0 15.0 18.0 56.6 140.1 MPH 23.0 17.0 21.1 140.2 MPH 23.0 17.0 21.1 15d 150 MPH 26.0 20.0 24.0 Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure "B' to Exposures 'C" or 'D* see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others. Exposure "B" Roof Walls Wind Zone MPH Applied Load (#ISF) Deflection (d) Bending b) Applied Load (#ISF) Deflection (d) Bending (b) 100 10.0 1.09 1.14 12.0 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 11-1 &2 17.0 0.91 0.87 21.0 0.89 0.85 0 20.0 0.87 0.81 24.0 1 0.85 1 0.79 Table 3A-B Conversion Factors for Over Hangs From emosvre "A" to" " "r." Wind Zone MPH Applied Load (#IS Deflection (d) Bending (b 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.D0 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 140.1 65.7 1 0.90 0.86 140-2 65.7 1 0.90 0.86 150 75.4 10.86 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Ez "R" fn "r" 1 Fvn ••R•• .. •n--------------- Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15' 1.21 0.91 0.94 1.47 0.83 0.88 15' -20' 1.29 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 0.91 1.60 0.79 0.86 25'-301 1A0 0.85 0.89 1.66 0.78 0.85 ' Use larger mean mof height of host structure or enclosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATION FORM �- ----- -•---- --- ---- QUADRANT[[ 600• EXPOSURE.V I I I I _ _ 600• QUADRANT IV 100• I I EXPOSURE I 100, �.16ir O � QUADRANT II I i 4010I0' EXPOSURE6 6W I I LL LU QUADRANT[ o I EXPOSURE Cei I O F- L-•--•--•--•--•- •--•-----I 0 NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z LU SITE .' z USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C. OF2'D' C7 EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.') w EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other O irregularities, having heights generally less than 30 feet extending more than 11,500 feet." r�' from the building site in any quadrant. -.I 1. Any building located within Exposure B-type terrain where the building Is wilt In 100•feet - O horizontally in any direction of open areas of Exposure C-type terrain that extends more ul than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 yea , site will be'b'. o- 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr at• O than 1,500 feet. LU 4. Open terrain for more than 1, 00 feet in any quadrant. to SITE IS EXPOS E: EVALUATED BY: C(A �/ �J DATE: ` f _C SIGNATUR r LICENSE # D 3 s 08-12-2010 m J_ U) a g UJ Of Q :2U) OW M O .6 W i of H U) LU C3 Z Z W LLI °6 LLI LU H �U ZU) HJ (D FLLI - (�� �Z W U CO g I-- M W W I- Z � U Z U Z 2 fn 0 co w J W Q p lzt xo CO LL W - xo a£ - W Z m n 'a -, o O u a) � o m 0) Z b ID m LLI y o m t u C_)m C D_p c v7V C9 / Z S w SHEE`I- _ t� z w tu 2 T Z m OF 12 @ INTERIOR BEAT (PER TABLES 3A.1 H t HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM (PER SOLID PANEL HOST STRUCTURE OR ROOF SECTION) FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM (PER TABLES 3A.1.4) TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 8 3A.1.2) 'LW' FOR MAX. H. / UPRIGHT HEIGHT (h) 1" x 2" '�— MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS PAGE 7) W/ SOLID ROOF TYP. FRONT VIEW FRAMING " (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW' LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION 'Piz 'P/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (GEE TABLES) U-1 C7 � O.H. F U SOLID ROOF � NO MAXIMUM / w U) (ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG. VARIES I, VARIES I 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 2'-0" O.C. AND Wl IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL'vV/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW Z-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P12 + 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: 100 -1231 130 1 140 150 #8 #10 #12 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = 1'-0" a� O J z¢ =LL 1w C LLm y O Z� y A Y C z Q o co co ro ¢, 0o 0 LL K a� z¢ �cc 3a 8g J O Q ~ Z (4 o o ui a 20 N z Z U Of rn Z W m _Ve V) J W � m - w o Z 0 Q F- a W U) o(f W rn Q• U `h 0 - U Z O c o 0 o U H Q ~ v a) N Z W z a W m w Z_ of o k K U) z J i n w F Q N c c r —1 WPM V- W LL W (q rn x Eo v Z LL d c � a r- m Wco N m L h3 O s J m U > p x C U�c SHEET w J m 0 w w 08-12-2010 OF 03 UNAIB m w w z 0 z w r- z z w In 12 0 PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING (4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2" ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.5` LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 6-T 120 6-3" 123 6'-1" 130 5'-8" 1401&2 150 4'-11" INTERNAL OR EXTERNAL 'U CLIP OR'U' CHANNEL C RAIL ATTACHED TO POST 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 1/1E 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 W MIN. 3-112" 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" = l'-W ALTERNATE CONNECTION DETAIL 1" x 2" WITH .(3) #10 x 1-11T S.M.S. INTO SCREW BOSS (2) #10 x 1 112" 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. 3-112" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-1/8 MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2" =1'-0" HEADER BEAM NCHOR 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 ALTERNATE POST TO BASE CONN SCALE: 2" = l'-0" 2"x2"OR2"x3"POST #8 x 9/16"TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR (PER TABLE) 1-118" MIN. IN CONCRETE - DETAIL 1 e 1" x 2-1/8" x l" U-CHANNEL OR 2" x 2" OR 2" x 3" POST - RECEIVING CHANNEL #8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER (PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE COMPOSITE ROOF PANELS: (4) 114" x 4" LAG BOLTS W/ 1-114" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3" HOLLOW GIRTAND KICK PLATE 2" x 2" HOLLOW RAIL #8 x 9116" TEK SCREWS BOTH SIDES 1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING CHANNEL W/ MIN. (3) #10x 1-1/2" S.M.S. IN SCREW BOSSES CONCRETEANCHOR (PER TABLE) 1-118" MIN. EMBEDMENT INTO CONCRETE .TERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = l'-0" EDGE BEAM 1" x 2" OPEN BACKATTACHED 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 TYPICAL UPRIGHT DETAIL SCALE: 2" =1'-0" ;IDE WALL HEADER ATTACHED TO 1" x 2" OPEN PURLIN OR CHAIR RAIL LACK W/ MIN. (2)#10x 1-1/2" ATTACHED TO BEAM OR POST i.M.S. W/ INTERNAL OR EXTERNAL'L' —� CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. IDE WALL GIRT ATTACHED TO r` 'x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES ANCHOR 1" x 2" CHANNEL TO FRONT AND SIDE BOTTOM CONCRETE WITH ®® (4) #10 x 1/2" S.M.S. EACH SIDE RAILS ATTACHED TO 1/4" x 2-1/4"CONCRETE OF POST CONCRETE W/ x 2-1/4" ANCHORS WITHIN 6" OF EACH H-BAR OR GUSSET PLATE 1" x 2" OPEN BACKATTACHED CONCRETE / MASSONRY SIDE OF EACH POST AT 24° TO FRONT POST W/ ANCHORS @ 6" FROM EACH O.C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B. #10 x 1-1/2" S.M.S. MAX. 6" POST AND 24" O.C. MAX. AND ANGLE AT 24" O.C. MAX. POST FROM EACH END OF POST WALLS MIN. 1" FROM EDGE OF MIN. (4) #10 x 1/2" S.M.S. @ AND 24" O.C. 1 ^ CONCRETE MIN. 3-1/2" SLAB 2500 PSI EACH POST MIN. CONC. 6x6-10x10 W.W.M. OR FIBER MESH ®® 1" x 2" EXTRUSION VAPOR BARRIER UNDER " .e•e e 1-1/8" MIN. IN CONCRETE CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = V-0" SCALE: 2" = V-0" O SNAP OR SELF MATING BEAM f 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.) SCREW BOSSES I I m O I I SNAP OR SELF MATING B ONLY BEAM PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = l'-0" OFOR WALLS LESS THAN 6'-B" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND ti SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES a o za � 0LL d am +r _2 N (I Q ? e y 3 O w ZQ rn ro o0 0O K ,- a< O 30 og z Q ~ w z U) o m O N z0 U) Of J U) w a J w U) w y W � V Q o CM o U } O ❑ L) � � 0 H Q W z � Z of W W m z U o U) O J LL Q � 0 N m 't co In 0 k 2 O J M cD z Li W 11_ Z ° # E W O m m D a W LL W a � O O o = ¢� ov C a ❑ CLL fO r Mot - OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE sEAI OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP 1 p- t AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT SHEET 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. m w rn 08-12-2010 OF 0 z 2 w w z z w r- z z w 12 0 , r— .SITE OR PA (SOLID) RO OF STEN ELLSPAN(COLS TO EDGE BEAM N TYPE) (PER DETAILS IN SECTION 7 AND I OR 3A) =U U) 0 E: W W U U` J IF 2 Z > > m W KNEE BRACE LENGTH 2 W Z EXCEEDS TABLE 1.7 USE w = CANTILEVERED BEAM Lo W rn z CONNECTION DETAILS = w O SCREEN OR SOLID WALL (MAY FACE IN OR OUT) HOST STRUCTURE ROOFING 2• STRAP - LOCATE @ EACH POST, (2) 1/4" x 2" LAG SCREWS @ 24" 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 2• x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH HEADER 6" MAXIMUM PANS OR COMPOSITE PANELS PER SECTION 7 EDGE BEAM TABLES: 3A.1.1. 2 POST TO BEAM SIZE AND o— POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) ® EXTRUDED OR SUPER LEG INTO POST AND INTO II ® GUTTER MAX. DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL 'FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER (OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE: 2" = T-0" ---------- U) W 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) v (SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) POST NOTCHED TO SUIT #10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = T-O" --r---------- rn _ W ROOF PANEL (SEE SECTION 7) 1-3/4"x 1-314"x 0.063" — --- ----- RECEIVING CHANNELTHRU ANCHOR PER DETAIL FOR PAN - BOLTED TO POST W/ THRU OO OR COMPOSITE PANEL BOLTS FOR SIDE BEAM _ (SEE TABLE 3A.3 FOR NUMBER Q I- FOR NUMBER OF BOLTS AND OF BOLTS SIZE OF POST (SEE TABLE 3A.3) FI, - BEAM AND POST SIZES 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" = T-W NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION PRIMARY FRAMING BEAM (SEE TABLES 3A.1.1, 2) —� 1-1/2" x 1-112" x D.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES IU-BOLT HEADER .OUGH POST AND ANCHOR 2) #10 x 3/4" S.M.S. @ 6" ,M EACH END AND @ 24" MAX. EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2)#10 x 1-1/2- INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 EAM TO BEAM CONNECTION DETAIL SCALE: 2" = 1'-0• BEAM TO WALL CONNECTION: 2• x " S.M.B.K A— KNEE BRACE (2) 2" x 2" x 0.060" - (2) REQUIRED ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES \ FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR (2) #10 x 1-1/2" INTERNALLY TO CONCRETE W/ ( x 6)2-1l4' MAS ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER " 'POST MINIMUM #8 S.M.S. x 3/4" w ® SIDE FOR EACH INCH OF BEAM x - - LONG NUMBER REQUIRED ¢ DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~ o w ® ALTERNATE CONNECTION: IN INCHES a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8• ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 318" x 2" LAG INTERIOR BEAM TABLES: SCREWS OR TO CONCRETE 3A.1.3 OR MASONRY WALL W/ (3)1/4" x 2-114" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH ALTERNATE 4TH WALL BEAM CONNECTION DETAIL INCH OF BEAM DEPTH SCALE: N.T.S. LARGER THAN 3" 2" x s^ x 0.072• x 0.224"BEAM BEAM TO WALL CONNECTION DETAIL SHOWN SCALE: 2" = T-O" rya 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. ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2& 2" x 6" x 0.050" x 0.120• UPRIGHT SHOWN k k >< \ k ® k k >< \ o, ®® >< -IC kk kk \ kk k kk kk ® k\ \ k k \ �k kk kk k® \ kk kk kk kk \ ®k k k k l<>< \ kkkkkkk\ ® n ® k kk kk k k ® ® ® k 2%ds \ \ \ZP zx"> ixl TRAP TABLE RSTRAP #/SIZE LENGTH 4#1431/4' 6 14 441/ NOTES: ' • ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2• x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" =1'-0" 2x2 \TION SION 1TION kTION NOTES: 1' 1. Door to be attached to structure with minimum two (2) hinges. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1" x 2" x 0.044" maybe fastened to upright with #12 x V S.M.S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. d mm Z LL 0 a� d m J Q Z fn 20 ZD y } J i W W C,5 0 L) M H --I Z 1- O ly U ~ Q W U) Z C0 M W 5 W Z X U) J Q co < z co -L WMa LL W LL 0 0 Z m E L1J m w J o � W Z � � D_ W O LL 6 J O o_ p U � n j Q) oco o n O Q > CO rn coa N L O 0 m co) Co W m o Ul O U m Lu (D N m O ! cc w z F z �o _ w _0) �� o O v m W w W 08-12-2010 OF Lz iEAAi W — w - z Z. z 5 z z w m 1? o 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 APPROPRIATE DETAILS) 8" x 8" x 16" BLOCK WALL (MAX. 32") CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) (1) #40 BAR CONTINUOUS (1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE WITH 2.500 PSI PEA ROCK CONC. DECK 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) \ (2) #40 BARS MIN. 2-1/2-.OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" ,h, ,W N I 'x" 32" 12" 1 2 10'-0" r 40" 12.. 2. -8'-0". 48" 18" 3 6'-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8" 72" 30" 4 1'4" ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL B" x 8" x 16" C.M.U. (1) #40 BAR CONTINUOUS (1) #50 VERT. BAR AT CORNERSAND 'x' O.C. MAX. FILL CELLS W/ 2,500 PSI PEA ROCK CONCRETE FOOTING WITH (N) #5 BAR CONT i+� •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: Fibermesh ® Mesh, InForceTM' e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" NEW SLAB 12 414" 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 SCALE: 3/4' = 1'-0" USE 2" x 4" OR LARGER SCREWS DETAILS FOR FRONT WALL (SEE FASTENER TABLE) UPRIGHTS 1"x 2" CHANNEL 1/4" S.S. x _" LAG SCREWS W/ 1/4" x 1-1/2" FENDER 3/4" PLYWOOD DECK WASHER (SEE TABLE 4.2) @ 6" FROM EACH IT I� AND 24" O.C. PERIMETER 1-1/2" (MIN.) a —1/4" LAP PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C._ ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-112" 5/4" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = V-0" 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 M 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S 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: 1/2" = V-0" (2) #5 BAR CONT. (2) #5 BAR CONT. 2" MIN. "Q 12• TYPE III STEEP SLOPE FOOTING > V-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-112" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh o Mesh. InForceTM' e3TM' (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type II footing ai the fourth wait frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 314" = V-0" 1" PER FT. MAX. FOR 3-1/2" (TYP. 2' 0" MIN. ''I` ALL SLABS) I BEFORE SLOPE I — — t—(1) #5 BAR CONT. 8' TYPEI TYPE11 FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2"/ 12" 2" / 12"- V-10" REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED WITH APPROPRIATE KNEE WALL DETAIL) ALUMINUM UPRIGHT CONNECTION DETAIL (SEE DETAIL) � 5d MIN. 16" MIN. TOTAL. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (2) #50 BARS CONT. W/ 3" COVER LAP 25" MIN. 3-1/2" —.6 �— :j MIN. 6 MIL.VISQUEEN VAPOR BARRIER IF AREA TO BE ENCLOSED 16" MIN. TERMITE TREATMENT OVER UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95 % RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibermesh o Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY. FLORIDA EXISTING FOOTING (2) #5 BARS "DOWELED INTO EXISTING FOOTING W/ EPDXY 8" EMBEDMENT. 25" MIN. LAP SCALE: 1/2" = V-0" 8" NEW SLAB W/ FOOTING y — — — — — — — — — — — TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 112" = V-0" TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 TABLES) #10 x 1-1/2" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM (2) 114" MASONRY ANCHORS (PER SECTION 9) INTO CONCRETE EXISTING WOOD BEAM OR HEADER k Lu Lu 1/4" x 2" LAG BOLT (2) PER a- POST of 0 1" x 2" TOP AND BOTTOM PLATE SCREW 2"-0" O.C. m O C) \ 5 K W S, W z ` W OW Or EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" = V-0" dA O z < o x y tiO w � m r Q o0 T03Z o° zo¢ E� QS J a O z C0 O Lu C O N Z O (' in z J C0 J lu w U) i W a � 06 p to V M N -� Z LLI � L) O H ¢ W z U Z U) W m ZW o_ U) o: O Q o N ' ,It h (0 CD n LlLu w LL W 6 0)X o c m dLu O LL ma o m a n C � N o in ti rn a Li a� o U C m a c 0 L iLn m O r f- SHEET �w 6 08-12-2010 OF / O z M w w M ED z w z z w m 12 0 UNIFORM LOAD ril A B SINGLE SPAN CANTILEVER UNIFORM LOAD l 1-4 A B C UNIFORM LOAD I a� A B 1 OR SINGLE SPAN UNIFORM LOAD L l I A B C D 3 SPAN UNIFORM LOAD l 1 l l A B C D E 4 SPAN NOTES: 1) I = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A (3W Q SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON EACH * d-.50" d-.50" 1" MAX. SIDE OF SELF MATING BEAM I I PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB •75" d-.50" d PLATE CAN BE INSIDE OR .75" OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS HEIGHT 2 x (d - .50") LENGTH Minimum Distance and Screw Size ds (In.) Edgeto Center 2ds in. Center to Center 24/2ds in. Beam Size Thickness n. #8 0.16 3/8 7/16 2"x 7" x 0.055" x 0.120— 1/16 = 0.053 #10 0.19 318 1/2 2'x 8' x 0.072" x 0.224" 1/8=0.125 #12 0.21 7/16 9/16 2" x 9" x 0.072" x 0224" 1/8 = 0.125 #14 or 114" 0.25 112 5/8 2" x 9" x 0.082" x 0.306" 1/8 = 0.125 5/16" 0.31 5/8 3/4 2" x 10" x 0.092' x 0.369" 1/4 = 0.25 refers to each side of splice use for 2"x4'and 2"x6'also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksl. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = T-0" SELF -MATING BEAM (SIZE VARIES) 00 00 ® SUPER OR EXTRUDED ® GUTTER /P 2" x TANGLE EACH SIDE J SELF -MATING BEAM — POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER'TABLE 3A.3 # AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 TRUFAST SIP HD FASTENER "t"+1-1/2" LENGTH (t+1") @ 8" O.C. t+1-114" THRU-BOLT #AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER J Q Z (D Q 2 20 ZO _0ly- U) } J N % W W °Z5 o U C0 J Z } _O � U ~ Q W N Z � W W U) J Q � � (O to Z N Li WLLa 2 math W 2 th x a J o LL 6 C, 0) j C m cc C,r a (,3 N co L W YJ O UJ_ m F3 O U n' � (j SHEET V Q w y w 08-12-2010 OF d ui d Table 3A.1.1-110 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 7#SF (47.1 #ISF for Max. Cantilever) 2` x 2" x 0.040" Hollow 2" x 3" x 0.045- Hollow Load Width (ft.) Max. Span'L'I(bending'b' or deflection'd') Load Width (ft.) Max. Span V1(bending'b' or deflection'd) 1&2 Span 3 Span Cantilever 1&2 Span 3 Span 4 Span CaMaax. ntilever 4 5'-10- d T-2' d 1'-T d 4 8'-1" d 9'-11" d 10'-2' d 1'-6' d 5 5'-5' d 6'-8' d0'-11' d 5 T-6" d 9'-3' d 9'-5' d 7'-4' d 6 5'-1" d 6'-3' d 46'-5'd 0'-11"d 6 T-1" d 8'-8' d 8'-11" d 7'-3' d 7 4'-10" d 5'-11" dU-11' d 7 6-8' d 6'-3" d 8-5' d 1'-3' d a 4-7' d S-W d 0'-10' d 8 6'-5' d 7'-11- d 8'-l" d 1'-2- d 9 4'-5' d 5'-6' d 0'-10' d 9 6-2' d 7-7" d 7'-9' d 1'-1' d 10 4-3' d 5-3' d 0'-9' d 105'-11' d T-0- d 7'-6- d 1'-1- d 4'-2'd5'-l' d 5-3d 0'•9' d 11 5'-g- d T-1" d 7' 3* b 1'-1" d 12 4'-0' d 4'-11- d S-1- d 0'-9' d 12 5'-7- d 6'-11' d 6'-11' b 1'-0" d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (ft.) Max. Span 'L'I(bending'b' or deflection'dj Load Width (fL) Max. Span'L7(bending W or deflection'dj 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 8'-11' d 11'-1- d 1l'-3' d 1'-8' d 4 10'-6' d 13'-0' d 13'-3" d 1'-11' d 5 8'-4' d 10'-3' d 10'-6' d 1'-6- d 5 9'-9" d 1T-1' d 12'-4' d 1'-9' d 6 7'-10" d 9'-8' d 9'-10' d 1'-5' d 6 9'-2' d 11'-4' d 11'-7' d 1'-8' d 7 T-5' d s-2- d 9'4' d 1'4' d 7 8'-9' d 10'-9' d 11'-0- d 1W- d 8 _7'71_ d_ &-9' d 8'-1i- d 1'-4' d a 8'-0" d 10'4' d 10'-5' b 1'-6- d 9 6'40' d 8'-5' d &-7' d 1'-3- d 9 8'-0" d T-11- d 9'-10" b 1'-6' d 10 6'-7- d 8'-2' d 8'4' d 1'-2- d 10 T-9" d 9'-7- d 9'4- b 1'-5' d 11 6'-5- d T-11" d 8'-l" A 1'-2' d 11 T-6' d 9'-2- b 8'.11- b 1'4' d 12 1 6'-2- d T-8' d T-10' d 1'-2- d 12 T-4" d 8'-10" b 8'-6" b 1 1'4- d " x 2" x 0.045" Hollow _ Load Width (R) Max.Span'L'/ibending'b' or deflection'dj 1&2 Span 3 Span 4 Span Max. Cantilever 4 6'-6' d 8'-l' d &-3' d 1'-2' d 5 6'-1' d 7'-6' d 7'-8' d 1'-1- d 6 5'-9' d T-1' d T-Y d 1'-1- d 7 5'-Y d 6'-0' d 6'-10" d 0'-11' d 8 &-Y d 6'-5- d 6'-6' d U-11" d 9 4'-11" d 6'-2" d 6-3' d 0'-11" d 10 4'-10' d 5'-11' d 9-1" d 0'-11' d 17 4'-8- d 5'-9- d 5'-11" d 0'-10" d 12 4'-6' 11 5'-7' d 5'-9' d 0'-10' d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005T.CI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 13.0 #1SF Sections Tribute Load Width'W = Member S acin T-0' T-6- 4--0' 4'-6' 5'-0- S'-6" 6'-0" 6'-6" 1 7'-0' 1 T-6" Allowable Hei ht 'H' l bendin 'b' or deflection'd' 2" x 2" x 0.044` Hollow 8'-7' b T-11' b1 7'-5' b 6'-11' b I 6'-8' b1 6'4' b 1 6'-1- b&-10' b 5'-7' b 1 5'-5' b 3" x 2" x 0.045" Hollow 9'4' b L8'-0' b 8'-1' b 7'-7' 2" x 3" x 0.045" Hollow 10'-7' b 9'-10' b 9'-2` b 8'-8" b 8'-2' b T-10- b T-6" b T-2- b 6'-11" b 6'-8' b 2" x-3" x 0.060` Hollow 13'4' b 17-5' b 11'-7' b 0'-11' b 10'4` b 9'-10- D1 9'.S b 9'-1' b 8'-9' b 8'-5' b 2" x 4' x 0.050' Hollow 2'-10' 11-10 b 11'-1' b b 9'-11' b 9'-5' b 9'-1' b 8-8' b 8-5' b B-1' b 2" x 5" x 0.052` Hollow 18'-8° b 17'3' b 16'-2" b b 14'-5' b 13'-9- b 13'-2- b 12'-8- b 12'-3" b 1'-10- b 2" x 4" x 0.046 x 0.100' S.M.B. IS-9" b W-7' b 13'-7' b b 12'-2' h 11'-7' b 11'-1- b 10'-8' b 10'-3" b 9'-11' b 2" x 5" x 0.050" x 0.100" S.M.B. 8-11- b 17'-6' 16'4' b b W-8" b 13'-11° 13'4' b 12'-10` b 124" 1-11' 2" x 6" x 0.050" x 0.120" S.M.B. 21'-11' b 21Y3' b 18'-11" b b F4T-2- 16'-11" h 16'-2" b 15'-b" b 14'-10' b 14'4' b 3'-10" b 2" x 7" x 0.055" x 0.120" S.M.B. 26'-3- b 24'3' b 22'-9' b b 20'4- b 19'4- b 18'-7- b IT-10' b 17'-2' b 16'-7" b 2" x 8" x 0.072" x 0.224" S.M.B. 32'.2- b 29'-9' b 27'•10' b b 24'-11' b 23'-9" b 22'-9" b I? I?" b 21.0' b 20'4' b 2" x 9" x 0.072" x 0.224" S.M.B. 37 -3' 34'-5' 32 -3" b I 28'-10 b 271i" 2b 4- b 25'3" 24'4 b 23'-6' 2" x 9" x 0.082" x 0.310" S.M.B. 41.6- b 38'-5' b 35'-17- b b 32'-2- b 30-0' b 294' b 28'-3' b 27'-2` b 26'3- b 2" x 10" x 0.092" x 0.369" S.M.B. 53'-11- d 51'3- d 49'-0- d d 45'-1' b 42'41" b 41'-2- b 39'-7- la 38'-1- b_-;6'-10 b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.1.3-110 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF Tributary Load Width 2'-0' 3'-0" 4--0" 5!-0-6'-0" 7'•0" 8'-0" 1 10'-0' - 12'-0" 1 14'-0" 1 16'-0' 18'-0" Hollow Beams Allowable Span'L' I bending'b' or deflection'd' 2" x 4" x 0.050' 13'-3' d 11' 7' d 10'-61 d 9'-9' dr 9'-2' dl 8'-9' dj 8'4' dl T-9' d T4- tl 6'-11' di 6'-8- d 6'-4- d Self Mating Beams Allowable Span'L' I bending W or deflection'd' 2" x 4" x 0.045" x 0.088' 14'-9" d 72'-10" d 11'-8" d 19-10" d 10'-2' d. 9'-8' d 9'-3' dj 8'-7' d 8'-1' d 7'-8' d T4' d T-1' d 2" x 5" x 0.050" x 0.116" 18'-2" d 15'-1 V d 14'-5' di 13'-5" d 12'-7' d 11'-11" d 11'-6' dj, 10'-8' d 10'-0" d 9'-V d T-1' d 8'-T d 2" x 6" x 0.050" x 0.120" 21'4' d W-8' d 16-11" d 1 15'-9' d 14'-9" d 14'-l' d. 13'-5" d 12'-6- d 1 T-9' d 111'-2- d 10'-8- d 70'-3- d 2" x 7" x 0.055" x 0.120" 24'S" d 215-4" d 19'-4' c1 1T-11' d W-11' d 16'-1' d 15'4" d 14'-3- d 1T-5' d 12'-9- d 12'-2- d 11'-9' d 2" x 6" x 0.07D" x 0.224' 30'-1' d 26'-3- d 23'-70- d 22'-2' d 20'-10' d 19'-9' tl 18'-11' tl 1T-7' tl 16'-6' d 15'-9' tl 15'-0' d 74'-5' d 2" x 9' x 0.070" x 0.204" 33'-7" d 28'-10" d 26'-3' d 244- d 27-11' d 21'-9' d 20'-10" d 119'-4' d 18'-2' d 7TJ' d 16'-F d 15'-11' d 2" x 9" x 0.082" x 0.326" 35'-5' d 30'-11' d 28' d 26'-7' d 24'-7- 0 2314' d 22'-4- d 20'-9- d 19'.6" d 18'-6' d 1T-9" d 1T-0' d 0.374' 47'-1" III 35'-11" dl 37-7- c1l 30'3- di 28'-6- d 27'-1- d 25'-11- d 24'-0- (1 22'-7- d 21'-6- d 20'-0' df 19-9- d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Spans may be Interpolated. Table 3A.1.4-110 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF Self Mating Sections Tributary Load Wldth'W = Purlin Spacing 5`-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0' 1 111-0' 1 121-0" Allowable Span'L'1 bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 14'-6' d 13'-8' d 12'-11" d 12'-5' d 11'-9" b 1 11'-2' b 10'-8" b 10'-2" b 2' x 5" x 0.050" x 0.048" 1T-11" d 16'-11' d 16'-1' d 1 S-4' d 14'-9' d 14'3' d 13'-9' b 13'-2' b 2" x 6" x 0.050' x 0.060" 21'-1' d 19'-10' d 18'-10" d 18'-0' d 17'4' d 16'-6' b 1&-8' b 15'-0- b 2" x 7" x 0.060" x 0.060" 24'-l" d 22'-8' d 21'-6' d 20' 7' d 19'-10' d W-7' b 18'-3" b 1T-5" b 2" x 8' x 0.072" x 0.112" 29'-8" d 2T-11" d 26'-6' d 25'-5" d 24'-5' d 23'-7- d 22'-10' d 22'-2' d 2" x 9" x 0.072" x 0.112" 32'-8' d 30'-9' d 29'-2' d 2T-11' d 26'-10' d 25'-11' d 2&-l" d 24'-3' b 2" x 9" x 0.082" x 0.153" 34'-11' d 37-11- d 31'-3- d 29'-11" d 28'-9" d 2T-9- d 26'-11- d 26'-2- d 2" x 10" x 0.092" x 0.187" 40' 7' d 38'-2' d 36'-3' d 34'-8" d 33'-4' d 37-Y d 31'-2' d 394" d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 13.0 #ISF Sections Trihuta Load Wldth'W' = Pudln Spacing 3'-0' 3'-0" 4'-0" 1 4%6" 1 5'-0" 1 5'-6" 1 6'-0" 61-6" T-0" T-6" Allowable Height 'H' / bending'b' or deflection'd' 3" x 3" x 0.045" Fluted 9'-1' b 8'-5' b T-10" b T-5' b T-0' b 6'-8' b 6'-5' b 6'-2' bl 5'-11' bi 5'-9" b 3" x 3" )i 0.060" Square 11'-2" b 10'4' b 9'-8' b 9'.1' b 8'-8' b 8'-3' b T-11' b T-7- b T4' b T-1' b 3" x 3" x 0.093" Square 16'-0' b W-10' b 13'-11' b 13'-I; b 12'1''b I V-10" b 11'4" b 10-11" b 10'-6' b 10-2' b x 3" x 0.125" Square 19'-7" b 1T-8' b 15'-7" b 1b b14'-1 b '-6b '-1"b176' b 12'-7' b3" 4" x 4" x 0.125" Square 24'-9" b 22'-1 V b 21'S' b I 20'-2' b 19'-2' h 18'3- b 1 T-6- b 16'-9" bl 16'-2- bi 15'-8' b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials zre purchased. TCI 6005 SELF -MATING ; ALLOY INDICATOR -� TCI 6005 HOLLOW CATOR �.1 Q U) Z Q D- W Vr Or-' in U)J W W Z W 0 LU W U J LL } U Q O Z Q W c'1 W Z U O U) U J W Q U) CD "' (0 n Z N f` in LJL W U.c� W W 2 GOo -i O LL n 0 v d j I- 4 a. J o c m W h LlJ omL v m C U O at cI Q' a M m etlVdh-k-r7 O 0z SEAL w SHIFT z Z z 8-110 w w 08-12-2010 OF 12 m p Table 3A.1.1-120 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velocity; using design load of 13.0 (NSF (48.3 NlSF for Max. Cantilever) 2' x 2' x 0.040" Hollow 2" x 3" x n.045' Hollow Load I Max- Span 1:1(bending'b' or deflection'd') I Load I Max. Span '121(bending'6' or deflection V) Width (fL) 1&2 Span 3 Span I 4 Span r•aM -". Width (ft) 1&2 Span 3 Span I 4 Span raM ix- C- x J- x U.UbU"" Hbtrow 2- x 4"" x U.Ubu" Hollow Load I Max. Span'W(heni ing'b' or deflection'dj I Load I Max. Span 'L'/(bending'b' or deflection'dj Width (ft.) 1&2 Span 3 Span I 4 Span"Mae Width (ft) 1&2 Span I 3 Span I 4 Span Width (ft.) ( 1&2 Span ] 3 Span I 4 Span Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection 'to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-120 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For second wind oust at 120 MPH veloclty: usina deslan load of 13.0 #/SF Tributary Load Width 2'-0" T-0' 4'-0" 5'-0' 6'-0' 7'-0' 8'-0" 10'_0 12'-0' 14'-0 16'-0" 1 18'-0" Hollow Beams Allowable Span 1! 1 handing W or deflection *d' i 2"x 4' x 0.050" 12'S' di 10'-11' dl 9'-11- dl 913'. dj 9-8- dj 8'-3- di 7'-11' di 7'4' dl 6'-11' dl 6'-T di 6'-3' dl 6'-T d Self Mating Beams Allowable Span'L' I bending'b' or deflection'd' 2" x 4' x 0.045" x 0.088" 13'-11' d 12'-2' d 11'-1' d 10'3" d 9'-8' d 9'-2' di &.9' d 8'-2' d T-B' d T3" d 6.11' d 6'S' d 2" x 5" x 0.050" x 0.116" 1T-2' d 15'-0' d 13'-8' d 17-8" d 11'-11' d 114' d 10'-10' d 10'-1" d 9'S' d 8'-11' d 8'-7' d 8'-3' d 2" x 6" x 0.050" x 0.120" 20'-2' d 1T-T d 16'-0' d 14'-10' d IT-11" d 13'-3' d 12'-B' d 11'-10' d 11'-1' d 1 U-7' d 10'-1' dIVA" 2" x 7" x 0.055" x 0.120" 23'-1' d 20'-2" d 18'4" d 16'-1 V d 16-11' d 15'-2" d 14'S' d 13'S" d IIZ-8" d 12'-l' d 1 V-6' d2" x 8" x 0.070" x 0.224" 28'S' d 24'-10' d 27-7' d 20'-it' d 19'S' d 18'-9' d 1T-11' d 16'-T d 15'-8' d 14'-10" d 14'-3' dx9'xD.070"x0.204" 31'3' d 27'4" d 24'-10" d 23'-0' d 21'-8' d 20'-7' d 19'S' d 18'-3' d 17'-2' d 16'4" d 15'-8' dx 9" x 0.082" x 0.326" 33S' d 293' d 2F-T d 24'S' d 23'-3' d 22'-l' d 21'-1" d . 19'-7' d 18'-5" d 17'S' d 16'-9" d2" x 10" x 0.090" x 0.374" 38'-10' d 33'-11' d 30'-10' d 28-8" d 26'-11' d 25'-7" d 24'S" d 22'-9' d 21'-5 d 20'4' d 19'5' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4- Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 3A.1.4-120 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr 3 --i wind n luau ..",.."...• neinn d"etnn i-A of f'1 n }IICe Self Mating Sections Tributary Load Width'W' = Purlin Spacing 5'-0' 6'-0' I T-0" I a'-0" I 9'-0" I 10'-0" Allowable Span'L' I banding 'b* or deflection 'd' 2' x 4" x 0.046" x 0.050' 13'-9' d _ 12'-11 d 12'-3' b 11'-6' b 10'-10' b 10'-3' b g'-10' b 9'-5' b 2" x 5" x 0.050" x 0.048' 15-11" d 15'-11' d. 15'-2" d 14'S' d 13'-11' b 13'3' b I Z-7- b 17-1" b 2' x 6' x 0.050" x 0.060" 19'-1 V d 18'-9- d 1T-10" d 16'-11- b 15-11- b 15'-2- b 14'-5' b 1T-10- b 2" x 7" x 0.060" x 0.060" 22'-9' d 21'-5' d 20'4' d 19'-6' d 18'-6' b 1T-7" b 16'-9' b 16'-0' b 0.072 x 0.112" 28'-1" - d 26'-5" d 25'A' d 24'-0' d 23'-1" d 2T-3' d 21'-5' b 20'-6" b 2" x 9' x 0.072' x 0.112' 30'-11' d 29 =1' d - 27-7' tl 26'-5' d 25'-5' d 24'S' b 234' b 274' b 2" x 9" x 0.082" x 0.153" 33'-1- d 31'-2' d 29'-7' d 28'3' d 2T-2' d 26'-3' d 25'-5' d 24'-9" d 2" x 10" x 0.092" x 0.187' 38'-5- d 36'-1' d 1 34'4- d 32'-10- d 31' 7- d 30'-6- d 29'-V d 28'-8- it No as,. 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2120 Allowable Upright Heights, Chair Pail Spars or Header Spars, 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 Fnr 3 ee"nod wind n..ef o11�n MaY ..nin.-fh.• „ctnn Anetnn in nr i t n fltee Sections Tributary Load Width = Member S acin T-0" T-6" 4'-0" 4'-5" 5'-0" 5'-6" 6'-0" 6'S" T-0" T-6" Allowable Hei ht 'H' I bendino 'b' or deflection 'd' 2" x 2" x 0.044' Hollow 7'-11" b 1 T-5' b 6'-11' b 1 6'-6' b 6'-2' b S-11- b 5'-8" b 1 5'-5- b1 5'-3' b 5'-0" b 3" x 2 x 0.045" Hollow 8'-8' b 8'-0" b1 7'-V b 1 7'-1" b 6'-9' b 1 6'-5' b 6'-2' b 5'-11" b 5'S" b 5'-6' b 2" x 3" x 0.045" Hollow 9'-10" b 9'-2" b 8'-6' b 1 8'-1* b 7'-8' b 1 7'3' b 6'-11' b 6'-B' - b 6'-5' b 6'-3" b 2" x 3" x 0.060" Hollow 175' b 1 V.6' b 10'-9" b 10'-2- to 9'-8" h1 9'-2- b 6'-10' b 8'-5- b 8'-2" b T-10' b 2" x 4 x 0.050" Hollow 11'-11' b 11-0" b 104' b 9'-9- b 9'-3' 8'-10" b 8'-5' b 8'-1" b 7'-10' b 7'-6" b 2" x 5" x 0.062" Hollow 1T-4' b 16'-1' b 15'-0' b 14'-2" b 13'-5" b 2'-10" b 12'-3- b 11'7 0" b 11'4- b 10'-11- b 2" x 4" x 0.046 x 0.100" S.M.B. 14'-7' b 13'-6' b 17-8" b 11'-11" b 1 F b 0'-10' b 10'4' b 9'-11' b 9W" b 9'3" b 2" x 5" x 0.050- x 0.1 Be- S.M.B. 1T-7' b 16'-3" b 15'-3' b 14'4' b 13W- b 2'-11' b 17-5' b 11'41' b 11'-F b 11'-1" b 2" x 6" x 0.050" x 0.120" S.M.B. 20'4- b 18'-10" b 1 T b 16'-0" b 15'-9' b 15'-0- b 14'-5' b 13'-10" b 13'4' b 2'-11" b 2" x 7" x 0.055" x 0.120" S.M.B. 245' ti 22'-7' b 21'-2' b 19'-11" b 18'-11' b 18'-0" b 1 T-3' b 16'-7" b 16-11' b 15'5' b 2" x 8" x 0.072- x 0.224" S.M.B. 27-11' b 27'-8' b 25'-11' b 24'-5" b 23'-2' b 22'-1' b 21'-2' b 20'4" b 19'-7" b 1&-11' b 2" x 9" x 0.072" x 0.224" S.M.B. 34 -8" b 32'-1 b 39-0' b 28'-3' b 26'-10' b 25'-7- b 24'-6' b 23'-6- b 27-8 b 21'-11' 2" x 9" x 0.082" x 0.310" S.M.B. 38'-8- b 3F-10" b 3T-6' b 31'-7" b 29'-11- b 26'-7' b 27'4" b 25'3- b 25'4' b 24'-5" b 2" x 10" x 0.092" x 0.369" S.M.B. 51'-5- d 48'-10" d 46'-9- d 44'-3' b 41'41' b 40'-0- b 38'4- b 36'-10" b 35'S' b 34'3" b 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2 120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind oust at 1211 MPH vetneity-sinn decinn toad of 15 n iucF Sections Tributary Load Width = Puriln Spacing 3'-0" 1 T-6' 1 4'-0" 4'-6" I 5'-0" 1 5'-6' 1 6'-0" 1 6'7 1 To- 1 TS" Allowable Height 'H' I bending'b' or deflectlon'd' 3" x 3" x 0.045" Fluted b T-10' b 7*-4"'-5' 7'' b 6'-11' b 6' -6" b 6'-3' b 5'-11' b 5'-9' b 5'S' b 5'4" b 3" x 3" x 0.060" Square 10'-5' b 9'-7' b 6'-11" h 8'S" b 8'-0' b T-8' b T4" b T-1- b 6'-10' b 6'-7' b 3" x 3" x 0.093" Square 14'-11' b I T-10' b 12'-11" b 12'-2' b 11' 7- b 11'-0' b 10'-7' b 1 10'-2' b 9'-T bi 9*-5"9'" b 3" x 3" x 0.125" Square 1T-9' b S' 161b IF-5' b 14'S" b 13'-9' b 13'-2' b 12'-7" b I 12'-1' b 11'-8' b 1 11'3' b 4" x 4" x 0.125" Square 23'-0" b 21'4' b 19'-11" b I 1W-9' b 1T-10' b 16'-11' b 16'-3' -1 15-8- b 15'-l' h 1 14' 7- b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are ' purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR J Q U) Z Z fn Q Q :2 IL W 3 m 6 o U)} W Ur N W Z Z t F- LUod �Z mW LL J IL IL 0 IY Q o ' p d 04 L U) Z LL fn gW ca i-rn W o CD ZC) O N04 co _17 W ~ J U) a It m Z N J Lu M m V' W �- LLI ? t # U M E ll W m LL ai J O a Ir 0 m C j l o 0) j c' m ti 0) g Wr7 w 15 as o `✓ (3) J m a c m (6 ! H 8-120 0 Z ot W W Z 0 Z W W Z z W m 06-12-2010 1 OF 12 O` Table 3A.1.1-130 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF (56.6 #/SF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (ft) Max. Span'O bending'b' or deflection'd') Load Width (fL) Max. Span 'L'/(bending'b' or deflection'd') 1&2 Span 3 Span 4 Span Canti ever 1&2 Span 3 Span 4 Span Cantilever 4 5'-3' d 6'-5' d 6W" d 0'-11' d 4 T-3' d 8'-11" d 9'-2' d 1'-5' d 5 4'-10' d 5'-11' d 6'-1' d 0'-1 l' d 5 6'-g' d e4' A 8'-6' d 1'-3' d 6 4'-7' d 5'-8' d 6-9' d 0'-10' d 6 6'-4' d T-10' d 8'-0' d l'-3' d 7 .4'-4' d 5'4' d 5'-6" d 0'-10' d 7 6'-0' d 7.5' d 7'-7' d 1'-2' d 8 4'-2" d 5'-1' d 5'-3" d 0'-9- d 8 5'-9" d 7.2' d 7'-3' b 1'-1' d 9 3'-11' d 4'-11' d 5' -W d 0'-9- d 9 5'-7- d 6'-10' d U-10' b 1'-1' d 10 T-10' d 4'-9' d 4'-10' d U-9' d 10 5'-4' d 6.7' d 6'-6' b 1'-0' d 11 3'-9' d 4'-T d 4'-8' h 0'-g- d 11 5'-2- d 6'-5' b 6'-2' b 0'-11" - d 72 3'-T d 4'S' d 4'S' b 0'-8" d 12 5'-1' d 6'-I b 5'-11' b 1 0'-11" d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (ft) Max. Span'L7(bending'b' or deflection'dy Load Width (fL) Max. Span 'L'I(bending'b' or deflection'd') 1&2 Span 3 Span 4 Span Max.Ca' 1&2 Span 3 Span 4 Span CaMaax. 4 8'-1' d 9'-11" d 10'-2" djfl" ' d 4 9'-0' d 11'-9' d 11'-11' d 1'-10- d 5 TS' d 9'J' d 9'S' d d 5 8'-10' tl 10'-11' d 11'-7' d 1'-8' d 6 7'-1' d 8'A" d 8'-11- d- d 6 8'4" d 10'-3" d 10'4" b 1'-7' 7 6'-8' d B'-3- d 8'-5- d- d 7 T-11' d 9-9" d 9'-7' b 1'-6' d8 6'-5' d 7'-11" d B'-1- d1'-3' d 8 T-W d i 9'-3- b 8'-11- b 1'-5- d 1 9 6'-2' d T-7' d T-9' d 1'-2- d 9 T-3' d 8'-9' b 8' -5" b 1'-5' d 10 5'-11' d T-4- it 7'-6' d 1'-2' d 10 5'-11" d T-3- b T-11' b V-4; d 11 cl T-1' d 7'-3- b 1'-1' d 11 6'-9' d 70-11' b T-7' b 1'-3" d 12 5'-7' d 6'-11- d 6--11- b T-1- tl 12 6'-7- d 7'-7- b T-3- b 1'-3' d " x 2" x 0.045" Hollow Load Width (ft.) Max. Span'121(bending'b' or deflection'dj 1&2 Span 3 Span 4 Span Max' Cantilever 4 5'-01" d T-3- d 7'-5- d 1'-1' d 5 5'-6' d 6'-9' d 6'-1 V d 1'-0' d 6 S-2' d 6'4' d 6'-6' d 7 4'-11' d 6'-1' d 6'-2` d 8 4'-B" d 5'-9' d 5'-11' d 9 4'-6' d 54T d 5'-8' d M1' 'd 54' d 5-6' d 4_3'd 5'-2' d 5'4- d 12 4'-1- d 5'-1' d 5'-2- 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 maybe interpolated. Table 3A.2130 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6OD5 T-5 For 3 second wind gust at 130 MPH velocity: using desiqn load of 18.0 #ISF Sections Tributa Load Width'W = MemberS acin 3'1" 3'1' 4'-0' f4L6;? 15'A} 5'S' 6'-0' 1 6'-6' 1 7'-0" 1 7'.6- Allowable HeinAt 'H' I bendin 'b' or deflection'd' 2"x2".x.0.044" Hollow T-0' b 6'-9" h 6'4- b S-11' b 5'-1. b 5'-4- b 5'-2- b 4'-11- b 4'-9- b 4'-7' b 3- x 2".x 0.045" Hollow T-11' b 7'4' b 6'-10' b 6'-6- b 6'-2' b&-10- h 5'-7- b 5'S' b 1 5'-2- b 5'-0- b =x13'_x101045'9a< _ - .,Hollow- 9-0b 8'4' b T-10' b RL42 b 6'_1i1! b1 6'-8' h1 6'4' b 6'-1' b 5'-11' b 5'-8' b 2- JC3"5c0:060" -----"Hollow 1T4' b 10-6' b 9'-10' b '9 b E'-10" 2" 74 x 0.050" Hollow 10'-11' b 10'-1' b 9'-5" b b 8'-5' b 8'-0" b T-8' b TS' b 7'-1' b 5'-11' b 2" x 5" x 0.062" Hollow 15'-10' b 14'-8' b 13'-9' b b 12'-3' b 11'-8- b 11'-3` b 10'-9' b 10'-5' b 10'-0" b 2" x 4" x 0.046 x 0.100" S.M.B. 13 4' 12 4' b i lW" b b 10'4' 9'-10' 9'S" b 9'-1' b 8'-9" 8'-5- b 2" x 5" x 0.050" x 0.100" S.M.B. 16'-1' b 14'-10' b 13'41' b b 12'-5' b 1'-10` b 11'4" b 0'-11' b 10'-6' b 10'-2" b 2" x 6" x O.D50" x 0.120" S.M.B. 18'-7" b 17'-3' b 16'-7' b 140'-51"b 14'-5- b 13'-9' b 13'-2" b 12'-8" b 12'-2" b 11'-9' b 2' x7"x 0.056"x0.120" S.M.B. 224 b 20'-8' 19'4' b b 17-3" 6-6"1-9' 15-2' b 14'-7" b 14-1" b2" x B" x 0.072" x 0.224" S.M.B. 27'4' b 25'-3' b 23'-0' b b 21'-2" b 20'-2" b 19'4' b 18'-7' b 17'-11' h 17'-3' b2" x 9"x 0.072" x 0.224' S.M.B. 31'-8" b 29'-3' b b b 24'-6' b 23'4- b 22'4- b 21'S' b 20'-8' b 20'-0' b2" x 9" x 0.0B2" x 0.310- S.M.B. 35'4- b 37-8" b 30'-7' b b 27'-4- b 26'-1' b 24'-11- b 23'-11" b 23'-1' b 22'4' b2" x 10" x 0.092" x 0.369" S.M.B. 48-5" d 45'-10" 42'-10' b b 38'-4" b 36'-6' b 34'-11' 33'-7' b 32'-5' b 31-3' h 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.1.3-130 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF Tributary Load Width T-0" 1 T-0" 4'-0" 1 V-0" 1 6'-0" 1 T-0" 1 8'-0" 1 10'-0" 1 12'-0" 14'-0" 16'-0" 1 18'-0" Hollow Beams Allowable Span I bending'b' or deflection'd' 2" x 4" x 0.050" 11'-11' dl 10'-5' d 9'-6' d I 8'-10- d 8'-3- d 7"A l" dl T-6' dl 6'-- d 6'-7" tl' 6'-3' d 5'-11" di 6-9- d Self Mating Beams Allowable S an'L' I bending'b' or deflection'd' 2" x 4" x 0.045" x 0.088" 13'-3- d 11'4- d 10'-6' tl 9'-9' d 9'-2' d F-9" d 8'-4' d 7'-9" d T-0" d 6'-1 1' d 6'-8- d 6'-4' 2" x 5" x 0.050" x 0.116" 16'-5' d 14'4' d 13'-0' d 12'-1' d 11'-4' d 10'-10' d 10'-4' d 9W' d 9'-0" d 8'-7' d 8'-2' d T-11' d 2" x 6" x 0.050" x 0.120' 19'-3" d 16'-10" d 15'-3: d 14'-2' d 13'-0' d 17-8' d 12'-1" d 11'-3" d 10'-7" d 10'-1' d T-7' d 9'-3' d 2" x 7" x 0.055" x 0.120" 21'-11" d 19'-2" d 1T-5' d 16'-2" d 1 V-3' d 14'-6' d 13'-10' d 12'-10' d 17-1' d 11'-6' d 10'-11' d 10'-7. d 2" x 8" x 0.070" x 0.224. 2T-1' d 23'-8' d 21'-6' d 19'-11' d 18'-9" d 17'-10" d 1T-1' d 15-10' d 14'-1 V d 14'-2' d 13' 7 d 13'-0' d 2' x 9' 12 .070" x 0.204" 29'-10' d 26'-0' d 23'-8' d 21'-11' d 2U-8' d 19'-8' d 1&-9' d 1T-5' d 16'-5" d 16-7' d 14'-11' d 14'4' d 0. 31-11' d 2T -11" d '' d23' d ' d '' d 20'-1' d 16'-' d 1T-7d 6 18' d 15'-1t'd 15'4' d326" 2" x 10" x 0.090" x 0.374" 37'-1' di 32'4' d 29'-5' dl 2T4' di 26-8' di 24'-5' di 23'-4' d 21'-W d 20'-5- di 19'4' d 18'-6' dl 17'-10' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans maybe interpolated. Table 3A.1.4-130 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF Self Mating Sections Tributary Load Width'W' - Purlin Spacing 5'-0" S'-0' 1 T-0" 1 B'-0' 1 9'-0' 1 10'-0" 1 11'-0" 1 12'-0" Allowable Span '12 1 bending 'b' or denectlon'd' 2" x 4" x 0.046" x 0.050" 13'-1' d 174' d 11' 5' b 1U-W b 10'-1' b 9'-7' b 9'-1' b 8'-9' b 2" x 5" x 0.050" x 0.048' 16'-2' d 1&-3' d 14'-6' d 13'-9' b 12'-1 V b 12'4' b IV-9' b IV-3" b 2" x 6" x 0.050' x 0.060' 18'-11' d 1T-10' d 16'-10' b 15'-9- b 14'-10" b 14'-1' b 13'-5- b 17-11- b 2" x 7" x 0.060" x 0.060" 21'-9' d 20'-5' d 19'.5' d 1 W-3' b 1T-3' b 16'4' b 15*-7- b 14'-1 V b 2" x 8" x 0.072" x 0.112' 26'-9' d 25'-2' d 23'-11' d 22'-11' d 22'-0' it 20'-1 V b 19'-11' b 19'-1' b 2'x 9" x 0.072" z 0.112" 29'-5' d 2T-8' d 26'-4" d 25'-2' d 24'-0" b 22'-9' b 21'-9" b 20'-10" b 2" x 9" x 0.082" x 0.153" 31'-7' d 29'-8' d 2&-2' d 26'-1 V d 25'-11" d 25'-0' d 24'-1' b 23'-l' b 2" x 10" x 0.092" x 0.1 BT' 36%7' d 34'-5' d 37-T d 31'-3' d 30'-1' d 1 29'-0' d 28'-2' d 2T4' d Notes: 1. Tables assume extrusion odented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity; using design load of 18.0 #/SF Sections Tributary Load Width'1M = Pudln Spacing 3'-0" 3'-6' 4'-0" 4'-6" 5'-0" S,. 6'-0' 6'-0' T-0" I Tfi" Allowable Height'H'/ banding'b' or deflecthm d' 3" x 3" x 0.045" Fluted T-8" b I T-2' b 6'-W b 6'4' b 1 5'-11' h I 6-V b 1 5'-5' b 1 5'-3' b 1 5'-1' b 1 4'-10' b 3" x 3" x 0.060" Square V. b a'9'b 8'-2° b 7'-9' b 7'4" b 6'-11- b 6'-8' b 6'-S b 6'-2- b T-11" b 3" x 3" x 0.093" Square 13'-7' b 12'-T b I 11'-10" b 11'-1- til 10'-7- til 1V-1- b 1 9'-8' 6 1 9'-3- bl 8%11- b I 8'-7- b 3" x 3" x 0.125" Square 16'-3' b 1 1 &-0' b 1 14'-1' b 1 13'-3' b I 17-7' b I 11'-11" h 1 11'S" bi 11'-0' bi 19-8' bi 10'-3' b "x 0.125" Square 20'-11' b 19'-5' bl 18'-2" bi 1T-2" bi 16'-3' bi 15'S' bI 14'-10' b 14'-3' bi 13'-9' b 1 13'-3" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR J Q fn Z Z O Z fn Q Q W W Zo W CD OW 0 of m W U N W Z Z r W °d 0 Z W U LL m J U ¢ � d F _j M Z) fn Z ¢ LL U) gW xh ti� =5 W Z C3 O Z O N CV W F>- QU) ro co 19 it Z N r- m _I W co v V- W LL W F3 rn x Eo 2 � m a _j O LL n C CC m U C' o m.�(3) a LLI a ohs N _ m U # C m d o L to t � � �J; I ~5 0 z S w / SHEET Z 0 z w 8-130 Z w m 08-12-2010 OF % C. Table 3A.1.1-140 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140.1&2 MPH velocity; using design load of 17.0 #1SF (65.7 #ISF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3` x 0.045" Hollow Load Width (fL) Max- Span'L'/(bending'b' or deflection'dj Load Width (ft.) Max. Span 'L'/(bending'b' or deflection V) 1&2 Span 3 Span 4 Span CaMlle er 1&2 Span 3 Span 4 Span Cantilever 4 S-O' d 6'-2' d 61-4' d 0'-11' d 4 6'-11' d 8'-7' d &-9' d 1'-4' d 5 4'-8' d S-9' d 5'-10' d 0'-11" d 5 6'-6' d T-1 l' d 8'-2' d 1'-3' d 6 4'-5' d 5'-5' d S-W d 0'-10' d 6 6'-1' d T-6' d 7'-8' d I' T it 7 4'-2' d 5'-2' d 5'-3' d 0'-9' d 7 5'-9' d 7'-2' d T-4' b 1'-1' d' 8 T-11' d 4'-11' d 5'-0' d 0'-9' d a 5'-6' d 6'-10' d 6-10" b 1'-1' d 9 T-10' d 4'-9' d 4'-10' b 0'-9' d 9 5'-4' d 5'-7' d 6'-5' b 1'-0' d 10 3'-0' tl 4'-7' d 4'-7" b 0'-d 8' 10 5'-2' d 6'-4' b 6'-1' b 0'-11' d 11 3'-7' d 4'-5' d 4':4" b O'l d 11 4'-11' d 6'-0" b 6.1 D- b 0'-11- d 12 3'-6- d 4'-4" d 4'-2' b 0'-8' d 12 4--10' d 5'-9' b 5'-T b O'-11' d 2" x 3" x 0.060- Hollow 2" x 4" x 0.050" Hollow Load Width (ft) Max-Span'L'/(bending'b' or denection'dj Load Width (R) Max. Span 'L'1(bending'b' or de0ection'dj 1&2 Span 3 Span 4 Span Conti g er 1&2 Span 3 Span 4 SpanWV-6' 4 7'-9' d 9'-7' d 9'-9' d 1'-6' d 4 9'-1' d 11'-3' d 11'-8' 5 T-2' d 6-1V d 9'-1' d 1'-4' d 5 B'-5' d 10'-5' d 1OW' 6 6'-9' d 8'-4' d 8'-6' d 1'-3' d 6 T-77' d 9'-10. d 9'•8' 7 6'-5' d 7'-11' d 8'-1' d 1'-3' 7 T-7- d 9'-3- b B'-11' 8 6'-Y d T-7' d 7'-9' d 1'-2' d 8 7'-3' d 8'-8' b 8'-5' 9 5'-11" d 1'-1' d 9 6'-1 V d 8'-2' b T-11" b 1'4' d 10 5'-0' d1'-1' d 10 6'-9' d T-9' b T-5" b 1'-3- d 11 5'-6' d ME 1'-1' d 11 6'-0" d 7'-5' b T-2' h 1'-3' d 12 5'-0' d 1--0- tl 12 6'�4- d T-1- b 6'-10- b 1--2- d " x T' x 0.045" Hollow Load Width (f .) Max. Span'L'I(bending W or deflection'dj 1&2 Span 3 Span 4 Span Max. Cantilever 4 &-8' d 6'-11' d 7'-2" d 1'-1' d 5 V-3- d 6'-6- d T-7- d 0'-11- d 6 4'-11' d U-1' d 6'-3' d 0' -11' d 7 4'-8' d 6-10" d 5'-11' d 9-1 V d 8 4' -V d 6'7' it 5'-8- d 0A D' d 9 4'4' d & 4' d 5'-V d U-10' d 10 4' -2' d 6-2' d 6-3" d 0'-g' d 11 4'-0' d 1' tl d 0'-9- d 12 3'-11- d 4'-10' d 4'-11' d 1 0'-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 Wthe above spans for total beam spans. '2. .`Spans may be interpolated. Table 3A.1.3-140 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140.1&2 MPH velocity; using design load of U.0 #ISF Tributary Load Width 2'-0" 3'-0' 1 4'-0" 1 5'-0" I 6'-0" I T-0" I 8'-0" 1 10'-0" 1 12'-0` 1 14'-0" 1 16'-0" 1 18--o Hollow Beams Allowable Span W / bending'b' or deflection'd' 2"-x 4"x,0.050" 1176' d 1 --0- d 9'-1- dl 8'S' d T-11- dl T-T di 7"-3' dl 6'-F dl 9-4- dj 5-11' dl S-9" dl 5-5' Self Mating Beams Allowable Span'L' / bending'b' or deflaction'd' 2" x 4" x 0.045' x 0.088" 12'-9- d 11'-1' d 10'-7' d 9'-5' d 8'-10' d B'-Y d 8'-0' d T-5' d T-0' dj 6'-8' dj 6'-4' bj 5'-11' 2" x 5' x 0.050" x 0.116- 15-9' d 1 T-9' d 17-6' d 11'-7' d 10'-11' d 10'-0' d T-11' d 9'-Y d 8'-8' d 8'-3' d T-10' d T-7' d 2" x 6' x 0.050" x 0.120" 18'-5" d 1 S-1' d 14'-W d 13'-T d 12'-9' d 12'-2" d 11'-7" d 10'-9' d 10'-2' d 9'-8' d 9'-3' d 8'-9' b 2" x 7" x 0.055" x DA20" 21'-1' d 18'S' d 16'-9' d 15.6' d 14'-7' d IT-11' d 13'-3" d IZ-4" d 11'-7- d 1T-0" d 10'-7' d 1 10'-2' d 2" x 8" x 0.070" x 0.224" 25-11" d 22'-87 d 20'-8' d 19'-2' d 1 T-0' d 1 T-7' d 16'-4' d 15-2' d 14'-4' d 13'-7' d I 12'-11' rl 12'-6' ri 2" x 9" x 0.0To" x 0.2D4" 28'-T d 24'-11- d 27-8- d 21'-1' d 19'-10' d i6'-10' d 18'-0' d 16'-9' d 15'-9- d 14'-11- d 14'-0' 2" x 9" x OAB2" x 0.326" 30'-8' d 26'-9' tl 24'-0' d 22'-T d 21'-3' d 20'-2' d 19'�" d 1T-11' d 16'-10' d 16'-0" d 15.4di W-9" d 2" x 10" x 0.09D' x 0.374" 39-6' d 31'-0' d 28'-2' di 26'-2' di 24'-8' di 23'-5' d 22'-5' d 20'-9' d 19'-7' dl 18'-7" dl 1T-9' dl 17'-1" d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia orwall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from updght to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-140 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140 MPH velocity; using design load of 17.0 #1SF Self Mating Sections Tributary Load width'W' = Pudin Spacing 5'-0- 6'-0" T-0" 1 8'-0" 1 9'-0" I FO` Allowable Span 'L' I bending 'b' or deflection 'd' 2" x 4" x 0.046" x 0.050" 12'-7' d 11'-T b 10'-9' b 10'-l' b 9'-6' b 8'-1 V b 8'-7' b 8'.2' b 2" x 5" x 0.050' x 0.048" 15'-6' d 14'-7- d 13'-10' b t 2--11" b 12'-2' b 11'-7' b 11'-T b 10'-7' b 2" x 6" x 0.050" x 0.060' 18'-3" d 1T-1" b IS-10' b W-10" b 13'-11' b_ 13'-3' b- 17-8' b 12'-1' b 2" x 7" x 0.060" x 0.060" 20'-10' d 19'-7' d 18'-4' b 1T-2' b 16'-2' b 15'-0' b 14'-8' b 14'-0" b 2" x 8- x O.D72- x 0.112" 25'-8- d 24'-2- d 27-11- d 21'-11- d 20'-9- b 19'-8- b 18'-9' b 17'-11' b 2" x 9" x 0.072" x 0.112" 28'-3' d 26' 7' d 25-3' d 23'-11' b 22'-T b 21'-S' b 20'-5' b 19'-6' b 2" x 9" x 0.082" x 0.153' 30'-3' d 28'-6' d 2T-1' d 25'-1T d 24'-10" d 23'-9' b 22'-8' b 21'-8' b 2' x 10" x 0.092" x 0.1 ST' 35-1- d I 3T-0- d 31'-0' d 1 30'-0' d 2&-10- d 27--10- d 26'-10- b 25'-8- b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans maybe interpolated. Table 3A.2140 Town & Country industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind oust at 140 MPH velocity: uslno desion load of 21.0 #ISF Sections Tributary Load Width 9M = emberSi3acina T-0" 1 T-6' 1 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 6'-6" T•D" T-6- Allowable Hei ht 'H' I bendin 'b' or deflection -d' 2" x 2` x 0.044" Hollow 6'-9" b1 6'-3' b 5'-10' D I 5'-6' b 1 5'-3' b 4--11- b 1 4'-9- b 1 4W- b 1 4'-5- b 4.3" b 3" x 2" x 0.045" Hollow T-4' b 1 6'-9' b 61-4' b 5'-11' b 5'-8' b 1 5'-5' b 5'-2' b 4'-11- b 4'-10- b 2" x 3" x 0.045" Hollow 8'-4" b1 T-9" b -3' b 6'-10" b 6'-5' b 6-Y b 5-11' b 5'-8" h 5'-5' b 5'-3' b 2" x 3" x 0.060" Hollow 10'-0' b 9'-9' b 9'-1' b SW" b V-2' b 7'-9' b T-5' b T-2' h 6'-11' b 6'-B' b 2" x 4" x 0.050" Hollow iU-1" b 9'-4' b B'-9' b 8'-3' b 7'-10' b T-Y b T-1' b 6'-10' b 6'-7' b 6'-4' b 2" x 5" x 0.062" Hollow 14'-8' b 13'-7' b 17-9' b 11'-11' b 1 T-4' b 10'-1o' b 10'-5' b IT-1 1" b 9'-7' b 9'-3' b 2" x 4" x 0.046 x 0.100" S.M.B. 12'-4' D 11'-5- b 1W-8- b 10-7" b 9'-T b 9'-2- b 8'-9- b 8'-5- b 8-7' b T-10- b 2" x 5" x 0.050" x 0.100- S.M.B. 14'-10' b 13'-9' b 2'-10' b 12'-2' b 11'-6" b 19-11' b 10'-6- b 10--1' D 9--9- b 9'.5- b 2' x 6" x 0.050" x 0.120" S.M.B. 1T-3' b 15'-11' b 4'-11' b 14'-l' b 13'-4' b 12'-9' b 12'-2' b 11'-8' b i t'•3' b 10'-11' b 2" x 7" x 0.055" x 0.120" S.M.B. 20-0" b 19'-1" b 17'-10' b 16'-10" b 16-11' b 1&-3" b 14-7" b 14'-0" b 13-6' b 13'-1" b 2" x 8" x 0.072" x 0.224" S.M.B. 25'-3' b 23'-5' b 21'-11' b 20'-B" b 19.7- b 18'-8- b 1T-11' b 17'-2" b 16'-7- b 15'-11' b 2" x 9" x 0.072" x 0.224" S.M.B. 29'-3' b 27'-1' b 25'-0' b 23'-11' b 2=2 b 21'-8' b 20'-8' b 19'-11- b 19'-2- b 18'-6" b 2" x 9` x O.OBY x 0.31 D" S.M.B. 32--a- b 30'-3' b 28'-0' b 26'-8' b 25'-4" b 24'-2' b 23--1' b 22'-2" b 21'-Y b 20'-8' b 2" x 10" x 0.092 x 0.369' S. .B. 45-10' b 14;C-Y' b I 39'-8' - b 37 -5" b 35'-6` b 1330-!V b .2--5- b 131 -1" b 29'-11' b 28'-11' b 1.. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 Fora second wind gust at 140-1&2 MPH velocity: using desion load of 21.0 9/SF Sections Tributary Load Wldth'W' = Purlin Spacing T-0" 1 T-6' 1 4'-D- 1 4.6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-6" 1 T-0" 1 T-6" Allowable Height 'H' / bending'b' or deflection'd' 3" x 3" x 0.045" Fluted T-2' b 1 6'-7' b F 6'-2" b 1 5-10' 6 1 5'-6" b 1 5-3" b I 5'-1' b 1 4%10' b I 4'-8' b I 4'-6' b 3' x 3" x 0.060" Square 8'-9' b 1 8'-1' b 7' 7- b it 1 T-2- b 1 6'-10- b 1 6'-6- bi 6'-2" bi 5'-11- bi V-9- b 5'-7' b 3" x 3" x 0.093" Square 12'-7" b 1 11'-8' b 10'-11" b 1 19-4" b 1 9'-9' b 1 9-4- bi 8'-11- ti 8--7" bl 8'-3- b it T-1 T b 3" x 3" x 0.125" Square 15'-0" b I 13'-1I" b 1 13'-0' b 1 12'-3" b 1 11'-T b 1 11'-1- bl 10'-B' bi 10'-3' bl 9'-10' b 1 9'-6' h 4" x 4" x 0.125' Square 19'-5' b I 1T-11' b 16'-10' b I IS-10' b 1 15'-1' b 1 14'-4' b 1 13'-9' 6 1 13'-2' b 1 12'-9" b 1 12'-0" b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from updght to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country ,. ,. will be provided to our pre -approved contractors once the materials pre ' purchased. TCI 6005 SELF -MATING ALLOY INDICATOR '!may TCI 6005 HOLLOW CATOR J Q U) M Z Z fn Q D_ n O X M J W Q Z > W W 06 U LL U} D U Q V U) Z Q E W co Z W O C0 U J W Q fn co Lo CO to cfl n Z N n o U W- - W W (ry rn x o c m auj O LL a C ~ a ro N o m UI a o ft N J to U � &-�It \ � v //L V Z z SF, w SHEET w Z 0 z w 8 'f 40 08-12-2010 OF 12 w m g 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 r MANUFACTURED HOME 4STALL NEW 48' OR 60" ,UGER ANCHOR PER RULE 5C @ EACH NEW PIER. 4STALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND -TRAP TO NEW AUGER ACHOR 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 "ORDOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8"'L' BOLT @ 32" O.C. TYPE III FOOTING OR 16"x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD NAILED W/ #8 COMMON 6' O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = T-0" INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH" " LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16" TO 24" MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0" Table 3A.3 Schedule of Post to Beam Size #Thru-Bolts L=D+y,' 114'p 318"o Beam Six. Minimum Post Sne Mlnlmum Min.#'Knee Mln.slltching Knee =- Bmea Screws Semw Spaeing Hollow Beams 2-x4'x 0.050- 1 3'x 3'x 0.040' 1 2 1- 2'x 3'x 0.045' 13 i18 - 2-x5-x 0.062" I 3'x 3'x 0.040' 1 2 1- 2'x Tx 0.045' 3 #8 - Self -Matto Beams 2'x 4"x 0.044-x 0.100" 3-x3-x 0.060-Fluted 2 - 2'x3'x O.D45' 3 #8 #B 24'O.C. 2-x 5"x 0.050-x 0.116- 3'x 3'x 0.060' Fluted 2 - 2'x Tx 0.045' 3 #8 #e 0 24- O.C. 2"x 6"x 0.050"x 0.12D" 3"x3'x0.060"FUed 2 - 2'x 3'x 0.045' 3110 #to @ 24"O.C. 2-x rx O.OW x 0.120' 3'x 3'x 0.093' 2 2 2'x 3"x 0.045 (3)#10 #10 24'O.C. 2- x 7- x 0.055" x 0.120- w/Insert 3'x 3'x 0.125' 2 2 2"x 3'x 0.045' (3)#10 #10 0 24'O.C. 2" x 8" x 0.082" x 0306- 30x3'x0.125' 3 2 2'x 4-x 0.D44'x 0.100' (3)#12 #12 @ 24. O.C. 2-x 9"x 0.072-x 0324- 3'x 3'x 0.125' 3 3 2'x 5' x 0.050' x 0.116' 3 MAI #14 16.O.C. 2" x 9" x 0.082- x 0306- 4'x 4'x 0.125' 4 3 2' x 6' x 0.05D' x 0.120' 4 014 #14 16.O.C. 2'x 10-x 0.092"x 0374"- 4'x 4'x 0.125' 5 4 2' x 7' x 0.055' x 0.120' 6#14 #14 0 16'0.C. Double Self -Math Beams 2 2-x8"x O.D82"x 0.306- 2'x 5'x 0.050'x0.116- 6 4 1 2'x 4'x 0.044'X 0.100' Lai #12 912 24- O.C. 2 2-x9'x 0.072-x 0224- 2'x 6'x 0.050'x 0.120' 6 4 1 2'x 5'x 0.050'x 0.116' B #14 #14 16'0.C. 2 2-x9"x 0.082-x 0306" 2'x T x 0.055'x 0.120' 8 6 2'x yx0.050'x 0.120' B #14 #14 2 2"x 10'x 0.092"x 0.374" The minimum number of Ihm bolts is (2) 2'x 8'x 0.082-x 0.306' 10 B 2'x T x 0.05y x 0.120' 10 #14 #14 16'O.C. mrmmum past / oeam may be meo as Minimum knee brace Knee Brace Min. Length Max Length T x 2' 1'4' 2'-0' TXT -4' 2•-D' T x T r-4' Z_T 2'x 3' 1'4i" T-6' T x 4' 1' 6' Y.T STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind Zone #/ S . FL x Post Ancho @ 48" O.C. Stud• Anchors 100-123 +10 -14 1'-0' ABU 44 - SP1@32'O.C. 130-140-1 +30 ,-17 V-0' ABU 44 SPI@32'O.C. 14D-2 -150 + 30 - 20 1'-3' ABU 44 SPH4 @ 48' O.C. Maximum 16' projection from host structure. • For stud walls use 1/2" x 8' L-Bolts @ 48' O.C. and 2' square washers to attach sole plate to footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate on to the studs anchors and straps shag be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 -100 MPH 110 -130 MPH 140 -150 MPH Receiving channel to roof #10 x (T'+112') SMS #10 x (T'+1/2')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. 1 @ 8' O.C. 1 @ 6' O.C. 1/4' x 1-112' Tag 1/4" x 1-1/2' lag 318" x 1-1/2' lag Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6" from each end of wood deck at front wall, receiving channel and receiving channel and receiving channel and #2 pine or p.Lp. framing 1 @ 24. O.C. 2 @ 24- O.C. 2 @ 24- O.C. 1/4" x 1-112" Tapmn 1/4' x 1-VT Tapcon 3/8" x 1-1/2' Tapmn Relceving channel to 1 @ 6' 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 2,5D0 psi concrete 1 @ 32- O.C. 1 @ 24. O.C. 2 @ 24. O.C. Receiving channel to uprights, #8 x 3/4" SMS #10 x 314" SMS #14 x 314' SMS headers and other wall 1 @ 6' from each end 1 @ 4" from each end 1 @ 3' from each end connections of component and of component and of component and 0.024" metal 1 36' O.C. 1 @ 24- O.C. 1 @ 24. O.C. 0.030" metal 1 @ 48. O.C. 1 @ 32- O.C. 1 @ 32' O.C. Receiving channel to existing 1/4' x 1-112" lag 114" x 1-1/2' lag 318' x 1-11T lag wood beam, host structure, deck 1 @ 6' from each end ' 1 @ 4' from each end 1 @ 3" from each end or In011 connections to wood of component and of component and of component and 1 @ 30. O.C. 1 @ 18. O.C. 1 @ 21' O.C. Receiving channel to existing 1/4" x 1-3/4' Tapcon 114' x 1-1/T Tapcon 3/8" x 1-1/2' Tapcon concrete beam, masonry wall, 1 @ fi from each end 1 @ 4' from each end 1 @ 3' from each end slab, foundation, host structure, of component and of component and of component and or infill connected to concrete. 10 48' O.C. 1 @ 24" O.C. 1 @ 24- O.C. 1 @ 6' from each end 1 @ 4" from each 1 @ 3' from each Roof Panel to top of wall of component end of component end of component &1@12"O.C. &1@8. O.C. &I@6'O.C. a. To wood #10 x"t" + 1-112" #10x"t"+1-1/2" #10x"r+1-1/2" b. To 0.05"aluminum #10x"r+1/2" #10x•r+112' #10X"r+1W Notes: 1. The anchor schedule above is for mean roof height of 0-20'. enclosed structure, exposure'B", I = 1.0, maximum front wag projection from host structure of 16', with maximum overhang of Z, and 1U wall height There is no restriction on room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into mof 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 0A3. 4. Concrete is assumed to be 2,50D psi @ 7 days minimum. For concrete strength other than 2.500 psi consult the engineer. Reduce anchor spacing fer'C' exposure by 0.83. 5. Tapeon or equal masonry anchor maybe used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/2' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-1/4' fenderwasher. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load I Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors 1 2 3 1 4 1/4"x I" 2644#11-SF 528#122SF 792#/33SF 1056#/44SF 114" x 1-1/2" 3961#17SF 792#133-SF 1188#/50SF 1584#/66SF 114" x 2-112" 660#/28SF 1320#/55SF 198ON83SF 2640#/110-SF 5116"x 1" 312#113SF 624#/26-SF 936#139SF 1248#/52SF 5116"x1-1/2' 468#/20-SF 936#139SF 1404#/59SF 1872#/78SF 5/16" x 2-1/2" 780#/33-SF 1560#165-SF 2340#/98-SF 3129/130SF 3/8" x 1" 356#115SF 712#/30SF 1068#145SF 1424#159SF 3/8" x 1-1/2' S34I1/22SF 1068#/45-SF 1602#/67SF 2136#/89-SF 3/8"x2-1/2" 8901#37SF 1780#l74-SF 2670#1111SF 3560#/146-SF 1. Anchor must embed a minimum of Y Into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION I Applied Load CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 13D 322 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 ..8 0.80 Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.10 127 11d 1.07 1.18, 10d 1.03 1.09 9d 1.00 1'.00 Id 0.98 0.90 7d 0.95 _ 0.81 6d 1 0.91 0:72 5d 1 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing belwean anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2' embedment by manufacturers. 3. Values listed are allowed loads with a safety factor of 4 applied. �) 4. Products equal to ravel may be substituted- , 5. Anchors receiving loads perpendicular to the diameter are In tension. Anchors receiving loads parallel to the diameter am shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load. For a 2" x 6" beam with: spacing = T-0" O.C.: allowed span = 25'-9' (fable 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING - NUMBEROFANCHORS = [1/2(25.75) x T x 7#/Sq. FL)/ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.876#/300# = 2.102 Therefore, use 2 anchors, one (1) on each side of uprighL Table Is based on Rawl Pmducts',allowable loads for 2,500 p.s.L concrete. C0 Z_ W w IL of O LL In 0 z LU W W 49 )Z W 0 O JLL 0 )n y `o a:m ZLL� o 196.3 :o = m o a$ r� E Q ZC - m z 3 co rn C0 O o °aoo � LL a� Z¢ �a: 30 os J O_ Q F- Z C0 0 Lu o 2O Q UU N Z O 0 � co U LU u) W W %- 0 I- 0 W O = a N aU W Wort F-J i [�-O = W U w 0 O Q CO 0 Z W O Q W Z_ U H m o Cn W CO O ..I J Q LL N N 't m (O co n W A T 2 io LL WM M W _ 2 g W PJ am E d W LL " -0 SL to 0) j Cl) Co m ti rn a tQ N ZW cef o J_ fn L5 N U l o a )� J Fm- 1J t)/ o SHEET J W W 9 0 w -IN X ul W z 0 Z W W Z Z W m 08-12-2010 1 OF 12 10 ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the fallowing structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have; when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10.Spens may be interpolated between values but 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 wl silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners.that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not 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 39; roof slope 0 to 20"1 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen'Robms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind r from ASCIE 7-05 Section 6.5 Analytical Procedure for lass and modular rooms. loads are om A C Yh 9 structures calculates spans b multiplyingGlass and Modular roomspans for 5. For partially enclosedp y 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"C" 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 A7 0.83 0.88 IT - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' .25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 " Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS w ,� It �Y 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = 1'-0" 0 0 �I �i 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0" -IT 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 for 100 to 15D MPH KCpi=0.00 Zone loads reduced by 25% Screen Rooms & Attached Covers 1= 0.87 for 9D to 100 MPH 1= D.77 for 100 to 150 MPH KCpi=D.OD Zone Glass & Modular Enclosed Rooms &Roof Overs I=1.OD KCpi=0.1B Zone Overhang / Cantilever All Rooms I=1.00 KCpi=0.1B Zone Basle Wind Pressure Effective Area Basle Wind Pressure Effective 50 -2D Area 10 Baslc Wind Pressure Effective Area Basle Wind Pressure Effective Area so 20 10 50 20 10 50 20 10 100 MPH 13 13 16 1 25 1 17 20 23 1 26 17 23 27 1 30 17 27 3B 45 110 MPH 14 14 17 1 20 1 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 2 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 3 26 32 35 23 34 41 45 23 41 57 69 130 MPH. 20 20 6 29 35 39 26 38 45 51 26 46 64 77 140-1 MPH 23 23 E27 0 C3634 34 40 46 30 44 53 59 30 53 74 89140-2 MPH 73.23 0 34 40 46 30 44 53594 89150 MPH 26- 26 39 46 52 34 51 60 68 34 61 85 102 " Minimum live load of 30 PSF controls In high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a Z overhang. Any greater load width shall be site specific. E.P.S. CORE SIDE CONNECTIONS VARY ¢ w DO NOT AFFECT SPANS . .................... 48.00" COMPOSITE ROOF PANEL (INDUSTRY STANDARD] SCALE: 2" = T-W PRIMARY CONNECTION: (3) # ' SCREWS PER PAN WITH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-112" 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" = 1'-0" ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # ' x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8" x 11-11T PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # ' x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 112" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH # ' x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S. ' SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-1231 130 140 1 150 #8 1 #10 #12 1 #12 EXISTING TRUSS OR RAFTER 6" x't' x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 1 I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA -J_ .I -t ziL w a p - 0 \ j POST AND BEAM (PER •-I�i(I(hL� TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = 1'-0" z INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 0 Z W w 0- 0' O LL w m 0 1 Z LU W Z Z W > O �? o Q O J Z UC) LU o nO U)Z Z O (-)0 y X 0- U z uJ J U) °6Z WZ �- fn Z a > H OU U) W C-5 O J y o �0 ZLU o F- J J Z Q w U W lL o U H Q W O 0 z Z fn Z o �W W fn WZ to Z IY Z WLU o LL O Q O Q O c o �r o T � n Z N m .J Lu - LL W LL m ELZ m -J LLa O O it d° n N b o � m ti m n ii co, X .0 .1W q= m J U p n to J F SHEET w 10A 08-12-2010 1 OF 12 0 3 z K W Z C7 z w W z z w m u r�� 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 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" =1'-0" #14 x 112" WAFER HEADED WOOD FRAME, MASONRY OR �- S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: :.:.:: q;m'-;;:-;;': #14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL' • � Z.Q. �:::'::: W :::�':'::' �::�'::�::�.::' " FOR FASTENING TO ALUMINUM USE TRUFAST FLOOR PANEL HD x ("1" + 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. 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 "1". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. =•ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING ,;)CONVERSION: 1100-1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 REMOVE RAFTER TAIL TO j HERE j REMOVE ROOF TO HERE I i #8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE #10 x 1-1/2" S.M.S. OR WOOD pO z a SCREW (2) PER RAFTER OR TRUSS TAIL c 1-1/2" x 1/8" x 11-1/2" PLATE OF HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2" =1'-0" EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" =1'-0" SCREW #10 x (T + 1/2") W/ 1-114" FENDER WASHER POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #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.) N z BREAK FORMED METAL SAME N g THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN #8 x 314" SCREWS @ 16" O.C. #8 x 112" SCREWS @ EACH RIB ROOF PANEL Lu aw 1-1/2" x 1/8" x 11 -1/2"PLATE OF 6063 TS, 3003 H-14 OR 5052 H-32 #8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. #8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING j e y z � y 3 w 3" COMPOSITE ROOF PANEL Q m (SEE SPAN TABLE) h m 0 STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN O.C. EACH WAY DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 3/4"THE FLASHING .J BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED Q THE EDGE OF FLASHING n ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q :E U) SCALE: 2" = 1'-0" 2 O J O Q NOTES: ! j 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. J 0 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. LL Z_ O 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. i U 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE U) °d W INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS J O MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS H� U DROP. UOf 7. WHN USING FLASHING THE SMALLEST SIZE SHOULD BE USED. 12 ER LABLE 03 MILE ROLLFORM OR 8" BREAKFORM IS BEST SUITEDD FOR HIEADER SINCE IT KEEPS THE" Q z FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. C* 2 a 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. U-1 O 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. Z or- 0 J Q EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METALSAME N THICKNESS AS PAN (MIN.) z EXTEND UNDER DRIP EDGE 1" MIN.ANCHORTO FASCiAAND RISER OF PAN AS SHOWN O z 1" FASCIA (MIN.) #10 x 1-1/2" S.M.S. @ 16" O.C. w 0.040" ANGLE W/ #8 x 1/2" w S.M.S. @ 4" O.C. OLL COMPOSITE ROOF PANEL trt.::: .:.::;.::: ........... O . .............. w w HEADER (SEE NOTE BELOW) _;K \ 98 x (d+1/2") S.M.S. @ 8� D.C. 'w FOR MASONRY USE o LL 1/4" x 1-1/4" MASONRY: �; a ANCHOR OR EQUAL 0 442 @ 24" O.C.FOR WOOD USE 3 #10 x 1-1/2" S.M.S. OR WOOD C7 SCREWS @ 12" O.C. * ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" =1'-T ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = T-W S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. CCD n co is . J W M C',LL W LL ? m LU x E c� Jo LL a N Ec o ^ m a C ti � d cc o r m cc rn a c X .0 L LLJ vs o J m C m � a � s � m r F- FF a w f� 08-12-2010 OF 12 w a N a 0 z it w w z —'U z w w z Z w m rN 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 COMPOSITE ROOF: #8 x "L" +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 2" X 2" x 0.044" HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("C + 314") AT B" O.C.TOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A •150'MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" =1'-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 BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF �12 Q 6 w � II z 00 OO �Of IL II/_4 EXRAFTERS ISTING TRUSSES OR \yIIL II �/rA B II II B 4, 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 7 W / VARIES — A ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WID T H FOR EACH INDIVIDUAL JOB SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 01 A K1 1110IAI J(:ALt: lid" = T-U- 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. V @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM 2" x 6' FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND (8) 910 x 1" DECK SCREWS AND (8) #10 x 3/4' S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2" OR7/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = V-0" A - A - SECTION VIEW SCALE: 1/2' = T-0" B - B - ELEVATION VIEW SCALE: 1/2" = V-0" B - B - PLAN VIEW SCALE: 1/2" = V-T POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4)1/4" x 1-1/2" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS (TYPICAL) TRUSSES OR RAFTERS (2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4' x 1-1/2" LAG SCREWS AND (2) 1/4' x 4" THROUGH BOLTS (TYPICAL) RISER PANEL ALL LUMBER 92 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0' OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" =1'-0" USE TRUFAST SD x ("t" + 1-1/2") 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" i 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 UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = T-W PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER #10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL (MIN. SLOPE 114" : V) (3) #8 x 3/4" S.M.S. PER PAN W/ 314" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS z w W a w O 9 w m O H L:f SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WA BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" = V-0' EXISTING FASCIA EXISTING TRUSS OR RAFTER J Q Z CO a�:> E O =' O Q W J a 0 Z O_ > F- w °6 W W U Z Z I=•- } O U J F Q Z Z IL LU LL w U J Q co rn 4t 2 LJL U - w Z ti E U d -, O ma a) ¢ r v m C ' a Y to N j o ca ti o n a I7 N m L w ro o m PLACE SUPER OR EXTRUDED A GUTTER BEHIND DRIP EDGE .W SEALANT W ,;�- z t: #10 x 2" S.M.S. @ 12" O.C. S0 ; ' w 1/2" 0 SCH. 40 PVC FERRU`sE; y w SEALANT Ow !/ (1)#8x3/4"PER PAN RIB ZJ) u �,_ YCAULK EXPOSED SCREW 1i. O n %• HEADS IV 3 PAN ROOF PANEL EXTRUDED OR MIN. SLOPE 1/4" :1' 1/4"x 8" LAG SCREW (1) PER SUPER GUTTER ( ) TRUSS / RAFTER TAILAND 3" HEADER EXTRUSION 1/4" x 5" LAG SCREW MID WAY 'FASTEN TO PANEL W/(3) BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2' SCALE: 2" =1'-W O SHEET 6 Ln 10C 12 08-12-2010 OF ui a w Z uj w w z z z w k w z z w m g u BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT #10 x 2" S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA SEALANT !� #10 x 4" S.M.S. W/ 1-1/2'0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & .... WASHERS ...........:' .:• CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL (MIN. SLOPE 114" : l') 1/2" 0 SCH. 40 PVC FERRULE EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2' = 1'-0" OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS (3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED (3) #10 x 314" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 114" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 112"0 SCH. 40 PVC FERRULE SEALANT #10 x 2" S.M.S. @ 24" O.C. d ` 3" COMPOSITE ROOF PANEL ... (MIN. SLOPE 114" : l') EXISTING TRUSS OR RAFTER EXTRUDED OR SUPER GUTTER I 3" HEADER EXTRUSION FASTEN TO PANEL W/ #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'-O" GUTTER BRACE @ 2'-0" O/C (2) #10 x 1IT S.M.S. @ 16" O/C FROM GUTTER TO BEAM SUPER OR EXTRUDED GUTTER SOFFIT t � 2" 0 HOLE EACH END FOR WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = V-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF ✓b FASCIA COVERS PAN & SEAM OF PAN & ROOF A$ 3/8" x 3-112" LOUVER VENTS OR 3/4'0 WATER RELIEF HOLES REQUIRED FOR 2-1/2' & 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 318" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = V-0' FLASHING 0.024" OR 26 GA. GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE !—A� B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" (ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-314" x 1/8" INTERNAL U-CUP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3)1/4" x 2-114" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = T-0" i I 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 #10 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 _CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = l'-0" RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 98 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER WHEN FASTENING TO ALUMINUM USE TRUFAST HD x Cr + 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" CAULK ALL EXPOSED SCREW HEADS & WASHERS PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL SCALE: 2" = T-0" SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION O z w w a PAN OR COMPOSITE ROOF xO PANEL LL 0 #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM > w m O z' - FOR PAN ROOFS: w (3) EACH #8 x 1/2" LONG,�M.S. z PER 12" PANEL W/ 3/4" ­ ' t,0 ALUMINUM PAN WASHER w 0 " LL l ROOF PANEL (PER TABLES SECTION 7) FOR COMPOSITE ROOFS: #10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS (PER TABLES) @ 12"- C (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = T-O" J a Z U) a 2 co J z O a Lr) cif W J � 0 Z O > i,- W od W (� Z Z U } O !Y J F a Z y Z a W LL W U J a LL Lij WLLM m # O 'E W c x o u O LL n c (L m � N o m � � a V) N m L W .8 O M m — V W to 0 w w 08-12-2010 OF 1110 CCD i z Lu w tu EE:T z C7 z w 10D z w m, 1? 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" x 3" x 3" POST OR SIMILAR PANEL ROOF TO RIDGE BEAM SCALE: 2" = V-0" 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x _ SELF MATING BEAM #5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) #10 x 4" S.M.S. W/ 1/4 x 1-112" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT #8 x 9/16"TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS (3) 1/4"0 THRU-BOLTS (TYP.) #8 x 9/16' TEK SCREW @ 6" O.C. BOTH SIDES POST DETAIL FASTENING OF COMPOSITE PANEL' SEALANT #8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 118" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHENTASTENING TO ALUMINUM USE TRUFAST HD x ("r+ 3/4") AT a"O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2" = V-0" 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET TYPICAL INSULATED PANEL SCALE: 2" =1'-0" #8 x 112" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 112" S.M.S. W/ 112" 0 WASHER. NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 518" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL. 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL. 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2 : 12 SUBSEQUENT ROWS COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE, 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA. FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA. ADHESIVE: BASF DEGASEALTM 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2: 12 0 0 0 0 0 0 C. SUBSEQUENT ROWS 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 \ WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-112 : 12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL w 2000 TO PANELS @ 16' O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. -INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8" O.C. EDGES AND 16' O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. C9 z Ce w a CC O LL Q w m O (7 ,z w Z 0 z w a l O ` LL o FM w J Q Z cA Q :2 co m o Q � 11c W .__I r) U Z O_ >� W W �U Z Z U O LU ~ Q U) Z D- W LL LU J Q � co C.0 (o n J M N, M LL W LL LI 2 x E alu O LL n o n o m a. n C e p � rm � J a m . a co N as t W 4i O M m C U a o N t .n J 1� w m 0 w m 08-12-2010 OF ra ui d t =ET z w 10E z w m 12 0 2.00" I 2.00" 2.00" 2.00" A = 0.776 in? A = 0.434 in? Ix = 1.953 in. 0.040" oin.* Ix = 0.234 ' r Sx = 0.977 in? Sx = 0.240 in? 0.046'EE 6005 - TS 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION o.o7z" W A = 1.855 in? SCALE 2" = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Ix = 16.622 in` TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? LbA 2" x 4" x 0.046" x 0.100" 6005 - TsISELF MATING SECTION 0.045" 0.538 in? � SCALE 2"= T-0" = 0.642 in'STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24"O.C. 28 in? 2 00• * TOP AND BOTTOM OF EACH BEAM 05 - TS I I2" x 3" x SECTION 2" x 8" x TING x CTION A = 0.964 in? SELF MATING SECTION Ix = 3.688 in. ' SCALE 2" = 1'-0" 0.050" Sx = 1.475 in? * 2.00" * ' I r 6005 - T5 * 2.00' 0.060" o A = 0.768 in? I I Ix = 0.530 in' Sx = 0.585 in? STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. 6005 - T5 TOP AND BOTTOM OF EACH BEAM 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.096" o SCALE Y = 1'-0' SELF MATING SECTION 0.072" o SCALE 2' = 1'-0' a� * 2.00" * A = 1.999 in? * 2.00" Ix = 22.116 in' 0.050" I I Sx = 4.915 in' o ? A = 0.697 in6005 - T5 Ix = 1.428 in' Sx = 0.714 in? 0 A = 1.098 in? 6005 - T5 o Ix = 5.938 in. ' 0.050' o STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Tx 4" x 0.050" HOLLOW SECTION Sx = 1.979 in? TOP AND BOTTOM OF EACH BEAM. 6005 - T5 SCALE 2" =1'-0" 2'" x 9" x 0.072" x 0.112" SELF MATING SECTION 3.00' SCALE 2' = 1'-0" STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. A = 0.552 in? TOP AND BOTTOM OF EACH BEAM 0.045•a ix = 0.342 in.'2"x 6" x 0.050" x 0.120" * 2.00^ cm Sx = 0.342 in? 6005 - T5 SELF MATING SECTION I I SCALE 2" = 1'-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2' = 1'-0" 2.02" 0.082' o 0) A = 2.398 in? Ix = 27.223 in' Sx = 6.050 in? o A = 1.277 in? 6005 - T5 0.060" r Ix = 8.873 in. ' Sx = 2.534 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 2" x 9" X TING x SECTION TOP AND BOTTOM OF EACH BEAM SELF MATING SECTION SCALE 2" = 1'-0" 2" x 7" x 0.060" x 0.120" SELF MATING SECTION SCALE T = 1'-0" * z.00" 0 0.090" o o A = 3.023 in? Ix = 42.466 in' Sx = 8.493 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.187" SELF MATING SECTION SCALE 2" = 1'-0" Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the Indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR a J Q z co Q :2 20 Z O w tZ' W Z cL N> W � U � } Q ~ ¢ _ U) Z (f) gw W :3 LL, Z3 Z_ 2 to M J Q z -,,8EAL 0: w SHEET z -U' z w 11 z z w to 08-12-2010 OF 12 0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2. Sheathing, 1/2" 4 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in the Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133 % wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and l.have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi 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 F Shear ZAMAC NAILIN (Drive Anchors) 114" 1-1/2" 1-1/4" 273# 236# 2" 1-1/4" 3169 1 236# TAPPER Concrete Screws 3116" 1-1/4" 15116" 288# 167# 1-314" 1 15116" 371# 259# 114" 1-114" 1-114" 427# 200# 1-314" 1-1/4" 544# 216# 318" 1-112" 1.9116" 511# 402# 1-314' 1 3-318" 703# 455# POWER BOLT (Expansion Bolt) 1/4" 2" 1-114" 624#- 261# .16" 3" 1-718" 936# 751# 318" 3-1/2" 1-9116" 1,575# 1,425# 112" 5" 2.112" 2,332# 1 779rut POWER STUD (Wedge -Bolt ®) 114" 2-314" 1-1/4" 812# 326# 318" 4-1/4" 1.718' 1,358# 921# 6" 2-1/2" 2,211# 1.218# 5/8" 7" 2-1/4' 3,288# 2,202# Wedge Bolt 2--1t2" 878# 385# 3/8' 3-112" 3-114" 1.7054 916# 112" 4" 3.314" 1,774# 1,095# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to cowl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of 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: spacing = T-0" O.C. allowed span = 20'-5' (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x T x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2,500 p.s.l, concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs.) #8 0.164" 122 139 1 153 200 228 255 #10 0A90" 141 161 177 231 263 295 #12 0210" 156 178 196 256 291 327 #14 0250" 186 212 232 305 347 389 529 114" 0.240" 179 203 223 292 333 374 508 5116" 0.3125" 232 265 291 381 433 485 661 3/8" 0.375" 279 317 349 457 520 584 793 112" 0.50" 373 423 465 1 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Screw/Bolt Single Shear ' d 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 64" 117 133 147 192 218 245 - 90" 136 154 170 222 253 284 10" 150 171 188 245 280 293 5g" E5116"O.M25"_ 179 203 223 292 333 374 508 40" 172 195 214 281 320 358 487 25" 223 254 279 366 416 467 675" 268 305 335 439 499560761 0" 357 406 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Bolt Double Shear Size Nd 0.044, 0.050" 0.055" 0.072" 0.082" 0.092' ' 0.125" 114" 0240" 343 390 429 1 561 639 717 974 5116" 0.3125" 446 508 569 1 732 832 934 1269 318" 0.375" 536 610 670 878 998 1120 1522 1/2" 0.50" 714 812 894 1170 l332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members Is 0.036' aluminum and 26 ga. steel. for Other Mupliers Alloys lti063 6T-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 Bd 1.11 1.60 9d 1.14 1.80 10d I.18 2.00 11d 1.21 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener dlam. min. edge distance min. ctr. to ctr. No. of Fasteners / Roof Area (SF) 1 I Area 2 / Area I 31 Area I 4 / Area 1/4- 112" 1 518" 1.454 - 53 2,908 -106 4,362 - 159 5,819.212 5116" 318" 718" 1.894 - 69 3,788 - 138 5,682 - 207 7,576 - 276 1" 2,272 - 82 4,544 -166 6,816 - 2491 9,088 - 331 112" 1" 1-1/4" 3,030-110 1 6.061) - 2211 9.090-332 12,120-442 Table 9.5B Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 35.53 #/SF Fastener diam. min. edge distance min. ctr. to ctr. No. of Fasteners / Roof Area (SF) ilArea 2/Area 3/Area 41 Area 1/4" 1/2' S/8" 1 A - 41 2.908 - 82 4,362 -125 5.819 - 164 sit 6" 318' 7/B" 1,894 - 53 3,788 -107 5.682 -160 7.576 - 213 318" 3/4" 1" 2,272 - 64 4,544 -128 6,B16 -192 9,088 - 256 112" 1" 14l4r- 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 2-1/2d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivals. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Allowable Muni Load liars Tenslon ip Shear 12d 1.25 11d 121 10d 1.18 2.00 9d 1.14 1.80 Bd 1.11 1.6o 7d 1.08 1.40 6d 1 1.04 1.20 5d 1 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1^ 264#-10 SF 528#-19SF 792#-29 SF 1056#-39 SF 1/4"e 1-112" 396#-14 SF 792#-29 SF 1188#-43 SF 1584#-58 SF 2-1/2" 660#-24 SF 1320#-48 SF - 1980#-72 SF 2640#-96 SF 1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 5/16"o 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 -312D#-114 SF 318"e 1" 356#-13 SF 712#-26 SF 1068#-39 SF 1424#-62 SF 1-1/2" 534#-19 SF 1068#-39 SF 1602#-58SF 2136#-78SF 2AL2 690# - 32 SF 1780# - 65 SF 1, 2670# - 97 SF I 35601! - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment Number of Fasteners 1 2 1 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailln or Ego lvalent) 114"o 1.1/2" 273#-10SF 546#-20SF 819#-30SF 1092#-40 SF 2" 316#-12 SF 632#-23 SF I 94B#-35 SF 1264#-46 SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3/16"e 1-1/4" 23781##--111SF 576#-21 8#.32SF 1152#.42 SF 1-314 4SF 42-2 -417SF113SF 1464#-54 SF 1/4"o 1414 365# = 75"A 095# = 40 SF 1460# - 53 SF, 1.4; 3 7#-13F 426S 3SF1281#-47 SF 1708#-62 SF 318"o 1-1/2" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1-3/4" 703#-26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent 3/8"o 2-1/2" 10504-38SF - 150-115 SF 4200# - 153 SF 3-1 575#-7 SF 320# 177SF 47. -172 SFJ 6300#-230 SF 1/2"o 3" 1399# - 51 SF 12798# - 102 SFJ 4197# - 153 SFI 5596# - 204 SF S. 2332# - 85 SF 14664# -170 SF 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 Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 1401 37.3 0.86 140-2 1 37.3 0.86 150 1 42.8 1 0.80 Screw o Metal to Plywood 112" 4 ply 518" 4 ply 3/4" 4 ply Shear (Ibs.) Pull Out (Ibs.) Shear (Ibs.) Pull Out (lbs. Shear (Ibs.) Pull Out (Ibs.) 93 48 113 59 134 71 #10 LE#B 100 55 120 69 141 78 #12 118 71 131 78 143 94 #141 132 70 145 88 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (Ibs.) Shear Tension (Ibs. Shear 1/8" 129 176 210 1 325 5/32- 187 263 340 490 3116" 262 1 375 445 720 Table 9.8 Altemative 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" Exoosures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall 0 To Upright 1 Beam 0 2" x 4" x 0.044" Angle 1"x t" x 0.045' 3116, #10 2" x 4' x 0.044' Angle V x 1' x 1/16' (0.063') 3116" #12 2"x5"x0.072" U-channel 1-1/2"x1-1/2'x1-1/2'x0.125" 11T #14 2" x 6" x 0.072" U-channel 1' x 2-118' x 1' x 0.050" 5116" 5116 2"xe"x0.072" Angle 1"x1"x 1/8'(0.125) 3116' #12 x 0.072" Angle 1-1/2' x 1-1/2' 1116"(0.062") 1/4" #12 0.072' Angie 1-1/2'x 1-112'3/16'(0.188') 1/4' #14 x 0.072" Angle 1-1l2' x 1-1/2' 1/8'(0.062") 114" #14 0.072" Angle 1-3/4"x 1-3/4"x 1/8'(0.125") 1W #14 Nx7' x 0.072" Uchannel 1J/4x 1-3/4"x 1- Wx VB" 318" #14 x 0.072" Angle 2" x 2' x 0.093' 3/8, 318" x 0.072" Angle 2' x 2" x 1/8"(0.125') 5116' S116" x 0.072" 1 Angle I 2"x2x3/16"(0.313') 11T 112r" Note: 1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wall attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use In lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection it 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 # 1 SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1' 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF 1/4"o 1-112" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF 2-1/2" 660#-19 SF 132D#-37 SF 198D#-56 SF 2640#-74 SF 1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 5116"o 1-112" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2-1/2' 780# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF 3/8"0F 1" 356#-10 SF 712#-20 SF 106all -30 SF 1424#-40 SF 1-112" 534#-15 SF 1068# -30 SF _ 1602#-45 SF 2136#-60 SF 2-1/2" 89D#-25 SF 1 1780#-50 SF 2670#-75 SF 3560#-100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter F Length of I Embedment Number of Fasteners 1 2 1 3 4 PE OF FASTENER = "Quick Set" Concrete Screw (Raw] Zamac Nailln or Equivalent) 1/4"0 1-112' 233#-8 SF 466#-17 SF 699#-25 SF 932#-34 SF 2" 270#-10SF 540#-20 SF 81D#-30 SF 1080#-39 SF PE OF FASTENER = Concrete Screw (Raw) Tapper or Equivalent 3116"o 1-112" 246#-7SF 492#-14 SF 738#-21 SF 984#-28 SF 1-314" 317#-9 SF 634#-185F 951#-27SF 1266#-36 SF 1/4"e 1-1/2" 362-10S 730#-21 S5F 109#-315F 11 0#-41 SF 1-314 46#-135F930#-26F1 3SF 3#- 160-52 SF 318"e 1-1/2" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF 1-314" 601#-17SF 1202#-34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER = Expansion Bolts (Raw) Power Bolt or Equivalent 318"o 2-112" 1205# - 34 SF 2410# - 68 SF 3612 -102 SF 4820# - 136 SF 3-1/2' 1303#-37 SF 2606#-73 SF 3909#-110 SF 5212#-147 SF 112"o 3" 1 1806#-51 SF 13612#-102 SF 541 B#-152 SF 7222-203 SF 5" 1993#-56SF 3986#-112SF 5979#-16BSF 7972#-224SF 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 loads 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 WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION -APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 140-1&2 48 0.88 150 -56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x f 0" 114" #14 1/4' 1/4" 2" x 9" 114" #14 114" 1/4' 2'xa" 114" #12 1/4' #12 2" x 7" 3116' #10 3/16" #10 2" x 6" or less 3/16" #a 3116" #8 Note: Wall, 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 #8 #10 #12 #14' S116" 318" #8 1.00 0.80 0.58 0.46 027 0.21 #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 1.00 0.59 0.46 5116" 0.27 0.33 0.46 0.59 1.00 0.79 318' 0.21 US 0.36 1 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3116" 114" 318" 3116" 1.00 0.83 0.50 114" 0.83 1.00 0.59 318" 0.50 0.59 1.00 ' 1 , Dyne Bdiis (1518" and 2-114" emb9d,nant resoectivelvi ' Multiply the number of #8 screws x size of anchor/screw desired and round of screws. - Example: If (10) #8 screws are required, the number of #10 screws desired is: 0.8x 10=(8)#10 J Q M Q 2 20 Z0 LF) IY U J i 0 Z fn W06 W LU J W U Q H y Z gW :3 W Z_ lr_ fn J Q (O r C0 rn n Z N l0 V, J ? LL W k LLI o w d W O LL 6 -, U: a) 0 1` N O C C ~ n 0 U m It 0) c, tO m 0) i w Lj yxamiL m 4i O O N n F- 1-)'> .p W ! m 3/16­�' 112"-,' Z, o . kI W i __ o N 1.00 0.46" 'W Ce, p to the next even number O j t7 CD Z W I S fY o. W W SHEET z tD Z W W O W 12 W to Z Z Z m 12 Q 06-12-2010 OF