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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY: Fee Due: � Receipt# Permit # / 0 ALL INFO MUST BE COMPLETE &z FILLED IN TO BE ACCEPTED St. Lucie County Building and Zoning 2300 Virginia Avenue `SC/���Ed Ft. fierce, FL 34982-5652 f3Y 772-462-1553 St, Lucie COunty APPLICATION FOR ALUMINUM STRUCTURES PERMIT PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 5R S -, 5 ..n be, S r i/ (' it, 2. PROJECT NAME: f�a_ �t esl= ; h,� 51� eR e S SITE PLAN NAME: Pd 9 roFIA10 50/(ew 3. PROPERTYTAXID#: /_pia -so/-aiasr-000-� 4. LEGAL DESCRIPTION (attach extra sheets if necessary): P.��l-mil; no SLr� es (pI3 5. PLAT 6_ PAGE 7. BLOCK 8. LOT BOOK NO. NO. NO. 9. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS 10. SETBACKS (ACTUAL) FRONT:,L BACK: RIGHT SIDE: LEFT SIDE: 11. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE) TYPE OF CONSTRUCTION 7 N=New A= Addition R = Rebuild SG =Slab on Grade SR = Raised Slab WD = Wood Deck DIMENSIONS SQUARE FEET OF . CONSTRUCTION I 1 YSCREEN ROOM NEW ❑ EXISTING X ` b(I ❑ CARPORT/PATIO ROOF ❑ NEW ❑ EXISTING X ❑ HABITABLE GLASS ROOM ❑ 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 STRUCTURE ❑ NEW ❑ EXISTING X ❑ OTHER: ❑ NEW ❑ EXISTING X ❑ POOL FENCE Linear feet L TOTAL SQUARE FOOTAGE OF CONSTRUCTION iT 12. VALUE OF CONSTRUCTION: $ 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 O4314lN1ER INFORMATION NAME: '4be—1 Iy" n e-5 ADDRESS: S/Sf"S (o �[1 v► r�� �� CITY: .� �." e r �e STATE: ZIP 3 Si�I S PHONE (DAYTIME): (27a) 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 #: R A boa 5 /D6 ST. LUCIE COUNTY CERT #: BUSINESS NAME: QUALIFIER'S NAME: ADDRESS: 4, o S CITY: 8 ' erg_ e- STATE: X / ZIP .3" : a — PHONE (DAYTIME): (77 L/(-q- 2600 FAX NO. 4/6 `/-7(oa3 email: ARCHITECT/ENGINEER: 143a n n ADDRESS: 33&5' Si. CITY: ' PC &+ STATE: ZIP PHONE (DAYTIME): NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING, AND HVAC ZONING REQUIREMENTS All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE. ❑ 2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan. ❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for inspection verification. ( not required for construction unrelated to storms) OFFICE USE ONLY SECTION /2 TOWNSHIP RANGE 3�' MAP NO. ` ZONING PqD LAND USE LOT CVG % Additional Permits / • Required REPORT CODE BIMS FEE $ MISC FEES TOTAL FEES BUILDING & ZONING REVIEW REVIEW FRONT COUNTER ZONING SUPERVISOR PLANS EXtMINER VEGETATION VALUE OF CONSTRUCTION USING ICC TABLE DATE COMPLETE v INITIALS PLAN R: 14EW SPECIFICATION C;' ECKLIST PLEASE PROVIDE ONE OF THE FOLLOWING: ❑ 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license. 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide To Aluminum Construction in High Wind Areas. 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113. (I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF A SUBMISSION. • All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger. • All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists & drawings. • The plan view must include all dimensions; the location of the host structure and all materials must be sized and identified thereon. • All elevations must be shown, including 4`s wall detail, dimensions and all material must be sized and identified. • All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"]. • All methods of fastening or other details which are relevant to the design must be identified on the Plans. • All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"]. • All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component must be sized and identified. • All ridge beams and super gutter or fascia attachments must be identified. • All roof pans or composite panels, with gauges and spans, must be sized and identified. • All footing, slab and iSO pier designs must be on the plans, per the Architect / Engineer's plans & specifications. ® All light metal alloys which are utilized shall be designed in conformity with the Florida Building Code of 2007, Chapter 20, including 2006 revisions. • Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing, self - catching gates with picket spacing. (II) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS: (A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified. (B) 2 electric schematics, in accordance with the N.E.C., if applicable- (C) Design pressures, per ASCE-7, identified on the openings of all Plans. (III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL, OF THE ABOVE REQUIREMENTS, EXCEPT AAMA SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE. (IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEAINSA2100.02 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 required, pursuant to Chapter 13 of the current State of Florida Building Code. (V) MOBILE HOMES (FAC 15C-2.0081 - FAC 15C-2.0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS (Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A.MORILE 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. CERPFICATION: This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A CONDITION PRECEDENT TO THIS PERMIT 1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind zones established by the county and take full responsibility for complying with the submitted design of the structure being permitted. 2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not otherwise included with this building permit application. 3. I ,the Contractor / er Builder, /haJ rified that the existing foundation meets a equirements a Engineer of Record and is in a eq to condi 'o tared the uplift and weight of the alumin s ucture s d cture will not exceed the footp n� the str to e tin existence prior to removal by the s r OWNER STATE OF FLORIDA COUNTY OF C-f, Lt<CIE- The foregoing instrument was acknowledged before me me this 1-7— day of Oe-c cn. 4&-- , 20 1A , by Oe 11kee- , who is personally known t o me, or who has produced V&V-Cew's Lczc, ft , as identification. STATE OF FLORIDA COUNTY OF —.TT. Lucie The foregoing instrument was acknowledged before me me this l7 day of OLC &M 4w , 20 /,o , by Cl v le-J .I De-kk.e,.w , who is personally known L— to me, or who has produced as identification. (�ia.GOlil. / ••`iv;Y:P�s'., DONALD M(HM1AN Signature of Notary aiY'c'm• *; om Si gn ry •t. Y DONALD M. HOLMAN Signature of Notary mission DD 704898 -f Commission DD 704898 ,g Expires September 20, 2011 o; Expires September 20, 2011 Rf, tended Thm Troy Fain l�urence 80a385 7019 IMPORTANT NOTICES: q�;•- -. -_ �Bonded ThruTroy Fain lnaurence60438r�7018 • 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. • WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN ADDITIONAL FEE WILL BE CHARGED. ,L - f-IQ . St Lucie County Inspections 2300 Virginia Avenue Ft Pierce, FL 34982 (772) 462-2172 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT # ' 10 l2- 010Y JOB ADDAMSP � � C DUILDER_C) - ny--, PEST CONTROL PEST CONTROL LICENSE We, the undersigned, hereby certify that we have pretreated the above -described construction for subterranean termites in accordance vdth the standards of the National PeSt Control Association. Square feet of area treated:'� Percentage of solution: Date of treatment: - ) ❑ Footing ❑ 1sl Treatment ❑ Re-trear Q Slab ❑ 1 st Treatment ❑ Re'treat D Driveway ❑ 1st Treatment 0 Re -treat ❑ Pools ❑ lst Treatment Chemicals used: j V_Y-* Total gallons used: l_7 Time of Treatment: ) !- FEC104.16 CerfificateofProtectiYeTreatmentforpreveWonoftermites. A weather resistant jobsite postintg board shall be provided to receive duplicate Treatment Cerexates as each required proreaive treatment is -Completed, providing a copy for the person the permit is issued to and another copy for the building permit files. The Treatment Cerri.4cate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent cancentralion and nutnber of gallons axed, to establish a verifiable record of prorecrive trearn=r. If the soil chemical barrier method for reunite prevention is used, Anal exterior treatrttenr shall be completed prior to final bullding approval_ St Lucie County requires for the final inspection. for CO, s Permanent Sticker tabe placed on the electrical panel box cover, Meting all the treatments and dates ofapplications. ❑ Re -treat Other PtAA - -'T' a 1st Treatment Q Re -treat El Perimeter for Final Inspection NOTE. There must be a completed form for each required treatment or re -treatment and this form mustbe oft the job site to bepicked up by the inspector at time of each inspection or the scheduled inspection will fail and a re -inspection fee charged. R�vittrl6/13X1J dmp Jan 31 v2011 1 : 00PM r `' LASERJET FAX p.l Cps St Lucie County Inspections �-4 2344 Virginia Avenue Ft Pierce, FL 34982 R1rj�' (772) 462.2172. CERTIFICATE OF TERMITE TREATMENT CON'STRUCUON SOIL TREATMENTS PERMIT# 1012-0184 JOR ADDRESS 5856 Sunberry Circle, Ft Pierce BUILDER Design Concrete PEST CONTROL CONTRACTOR Patrick Exterminati.n� PEST CONTRO1a LICENSE # We, the undersigned, hereby certify that we have pretreated the above -described construction for sabterranean termites in a=rdance vdth the standards of the National Pest Control Association. Square feet of area treated: 120 Percentage of solutiob. . 2 5% Date of treattumt:1 / 31 /A 1 Q Footing . Q ] s[ Treatment ❑ Re-trear Q Slab © 1 St T=au=t © Re —treat D Driveway P. lst Treatment D Pools ❑ 1St `S�Catnit rit Chemicals used: demon Max TC Total gallons used: 1 Time of Treatment: 11 •00 FEC104,24 Certificate ofProue iveTrrarnentforpreven ien of termites. d weather resistant jobsite poati+ig board al�ald be provided to receive daplkate Treatment Cknrt .tes aj each required prorealve rreatmetu is completed, providing a Copy far the person Mop- rt tit is issued to and another copyfor the building permit files. The Trearmenr Cer acme shall provide the ptodue t us ad. id:nnty ¢fthe applleator, rime and date of the treatment, site location, area treated, chemical used, percent eo e►um on and nairrlrerofgallom used, to establish a verifurble record of prorective trearment_ tf the sotl Chemical barrier merhod for termite prevention 0 used, Anal e=erior treamwnr shall be completed prior to final bulldtng approval. St Luce County requires for the final laspectian for CO, a Permument Stickm to be plao*d on the elactriod panel box cover, ti"kg tr!! the ftratments and dates Of applisatiooa, ❑ Re -treat D Other 0 1st Treatm4nt ❑ Re -treat El Perimeter for Final Inspection Signature of exterminator ]VOTE: There Mu -It he a cornp7eted form for each required freattrient or rye-ftulmtnl acid this form must be on the job site to be picked up by the inspector at thne of each %spacti qLqctiott rviA' fail and a re-h rpection fee charge r_- 110 lGrixd 6/r3Ia3 �rrP JAN 3 1 2011 JUE COG ST. LUCIE COUNTY BUILDING & ZONING 2300 VIRGINIA AVENUE y� FORT PIERCE, FL 34982-5652 F<ORI�p 561462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property: ssrsf- sw.,ac.*.zt,, e,•a '6 ) Leo V,4If/a2 3a63 - Do5U .for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit.for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Property Owner Name Property Owner Signature Date STATE OF FLORIDA, COUNTY OF .S?: C it C ( C ACKNOWLEDGED BEFORE ME THIS 1 % DAY OF Oee . 2069 BY Age- MOVES WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED O2 I VErec Lrcc°N-ric AS IDENTIFICATION. (ia...c.QM SIGNATURE OF NOTARY TYPE OR PRINT NAME OF NOTARY /� p ?�Y�'�l' COMMISSION NUMB DON D M. HOLMAN NOTARY PUBLIC TITLE: Commission DD 7048J2011 'a^ Expires September 20,Bmded Thru Troy Fain In =09 80 JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY FILE # 3543931 OR BOC`� r ��254 PAGE 1661, Recorded 12/17/2010 ")1:57 PM jN'oTA1TNi_rMAEi7_ NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statues the following information is provided in the Notice of Commencement 1. DESMMON OFPROPERTY (Legal description and street address, if available) TAX FOLIO NUMBER: r 3 / a 56! -�iaY -oao •, SUBDIVISION Peo_+oi','AU St.en s� BLOCK TRACT taT �ic9 BLDG IICRf P_r4 �'- - s / JO6113-6) A.u'T"/L91 64E 3a03-A Q60) 2. GrNERAL DirsquynONOFIMPROV&hD1rlt r z r 1 t i Iv. s*� sv. 3. owNzRwoRMATION: .. Name,0 bo / dt)iAneS fee4on ,ft Wa+ne5 t, Addrrm SyS6 Sc -n 6e C,r Fe.ai /?'e�e.e F/ 3H4St a lnte-tinprapary d. Name and addnas of fea simple titlehalder (itotb"thm Owner) 4. CONTRACI.OR'S NAME, ADDRESS AND PHONENUMMER: �Q s,f e,2 �A/e.,Aa in6.nn Qre lu t�5 GOS S M1oka4- Aoe! F•I Y--1 3y'9f(a--/6�/-7�oC) 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6, LENDER'S NA= ADDRESS AND PHONE NUMBER 7, Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1) (a) 7., Florida Statutes: NAME, ADDRESS AND PHONENUMBEIL S. in addition to himself or herself Owner designates the fallowing to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), FloridaStatu[es NAME, ADDRESS AND PHONL NUMDER: 7 73 • d•/!o Gt- 760 G Z-45-.-1 /ralL-wr'n4 405 t,YylueEG� ItlUG. f%P'erslL/�/3yr1£io1 9, Expiration date of notice of commencement (the expiration date is 1 year from the date of racarding unless a different date is specified): - _, 20_ U' iVuAli; s Signature of Owner or Owners Authorized Ofrreer/Director/Partner/Manager State ofFlarida Counryof St. Lucie Print Name and Provide Signatory's Tltle/Ol1)ee The foregoing instrument was acknowledged before me this /-7k day of 494t. 20 /,0 By /Q•SEL 'Vedwt as 0IVNt1L (name of person) (type of authority,...e.g. officer, trustee, attorney in fact) For (name of party on behalf of whom instnment was executed) Personally known or produced the fallowing We of identification: ar.-v evy Liee-" r;,, M� •t DONAID M. HOLMAN -,` r Commission DD 704898(Signature of Notary Public) ExpiresSeSeptember 2020,2011 Be-dasnw7mrFaio klauo 0*3*7018 Under Penalties of pejury, l declare that I have read the foregoing and that the facts in it are true to the best of my knowledge and belief (Section 92.525. Florida Statutes). ign refs) of 0 ner(s) or Owaer(s)' Authorized Otlteer/ Director Partner/Manager wbo signed above: B � By L /1/UN�S r Rev .as-aV-07 (SRewrdingJ STATE OF FLORIDA ST. I-XIE COUNTY rIIS ISTO CERTIFYTHAT"TWkS I•S,A T F;!3E.. AND CORRECT COPY OFTHE ITh, CLERK Date: uec u t -hu l,-1 : L[a F'0r10Tlno r r c--rv-r-v:i r .:. �. • . k �f Io •, 01'A .t t F Z Boundary Survey (FinaO for: 'rime 3- OM Builders LEGAL DESCRIPTION Being all of Lot 469. according to the plat of PORTOFINO SHORES as recorded in Plat Book 43, Page 6. of the Public Records of St. Lucie County, Florida. ,, STREET ADDRESS 5856 Sunberry Circle aka 7� GRAPHIC SCALE IN FEET LEGEND & ABBREVIATIONS CONC. DENOTES OWOREIE PS D04OTM PUTT BOOK M . DENOTES PERMANENT CONTROL POINT C &L DENOTES cWMT MONUMENT D6dOTE5 PLAT DATA D.R. DENOTES O RM& ItE WS WW 08NOTM CNJO l AIED FROM FlaD LE;ASUREJtt NM IR ac C DE?TOIES RON ROD & CAP VENOIES PROPERTY tw) DEN07ES MMSUM � PCOR. DENOTES C. DENOTES PAGE ID DENOTES IDENMIFICAIM NWBER P_0a DENOTES POINT OF BEN6 `sl DEHO$S FLOOR LYE P.O.C. DEND7E5 POINT Of COMMENCEMENT aOB DENOTES TOP OF SAW I.P. DENOTES IRON PIPE M. DEND1ES 11PICAL LR DMIM RON ROD no. MOMS POUND •• u.L DENOTES uyxriY E%1sEkeNT LEI. 004OTES LXE]SED BUSINESS P.I. DENOI£S PONT OF fnERaCTM F F.E DENOTES FMHED FUMB EUMAiION P.L.S. DEN07CS PROFESSIONAL LAND SVRWM �j DENOTES WAIIR METER x 0007ES EUMASON tnPICAQ ' 1, the bearings shown hereon are referenced to the centerline of Sunberry Circle having -'a bearing of S79'07'10"E, according to the pact of PORTIFlNO SHORES as recorded in Plat Book 43, Page 6. of the Public Records of St. Lucie County, Florida. 2. All above ground fixed improvements. if any, have been located and shown hereon. 3. Underground utilities and •utility services have not been located on: this survey. 4. Flood Note: By graphic plotting only, this property is in Zone 'X', according to the Flood Insurance Rohe Map, Community Penal No. 12011100070 F , effective date June 30, 1999. The exact designation can only be determined by an elevation certificate. . 5. Reproductions of this reap are not valid without the signature and original raised seal of c Florida Licensed Surveyor & MoPper. S. Lands shown hereon were not abstracted by this office for rights —of —way, easements of record. ownership, abandonment's deed restrictions, or Murphy Act Deeds. FIED TO: 7. Additions or deletions to survey mpps or reports by other than the signing party nes at Portofino Shores, Ltd.; or parties is Prohibited without written consent of the signing party or parties. Sank; Attorneys' Title Insurance B. The lost day of Seld work was January 19. 2004. and Steven Greenfield, P.A.. ADDED FINAL I/20/04 AWED FORMBOARDS 8/18J1)3 BOTA7ZdLi SZL?"VE (YlYtLflOY: Fslw.FB LOT 469 CONSULTING ENGINEERS Dote: 07/07/03 Prim !Lr m B'GL2iIderS 03-032/469 cTm=PER LAND SURVEYOR$ T Scale: 1'=20' 2980 saint 25th SWIFT f Drown by. DCS TERPEI�UNGINa FORT HLKW" �A 3A962 St. %LC1±8 Count �F� Bella gia 2 I-C (t3) ucens� N- 42H uecuf trorlonno LOT 489 (OCCUPIED) LOT 468 (OCCUPIED) Fpt ritW PAD 47fX44°-ccovc Ba4s� 1 `�� �E57A� • S DUX LOT 488 (O=PIM) R=495.00 SET %, IR&C L=52.4J!w 12442w,ow) �6vwls C= 52.42' N86 24!OrW h IT 1 STORY C. RESiDevcc•S Eft RIW . moo, N 0 vft `— N 10, u E . �.� LOT 487 (OCCUPIED) LOT 470 (OCCUPIED) 110.27• 1 o j --1 J Pain '�Z%n{B p o Sun 1rIY G�pri Fun -WA ASPHgp�y' j CONC VALLEY 226.27��` CURB IssLol DATE Acolard W. eusseu Professiond Surveyor do Map [ c< ^' F� '•' t'- Florida Certificate No. 3MB 1t y 19 per f`: ; IV _- s G 113 1-7 � O�yrl ECT: ,K�4 J ItIA'A'e j 17r4 e4L, 517��,q �14dl, lIq =r- JA 1) 4 I �tr I ��r q, _A4,07 delf#tl 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 toads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are herebylisted: 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, Alternate self -mating beam to gutter detail. SHEET B-110: Tables showing 110 mph frame member spans. SHEET B-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 108: Roof connection details. SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 1 OF: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the stale of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected the fed eral 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 Contractors requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to 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, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. /J CONTRACTOR NAME: CAO-y1-1 rJ / � P� CONTRACTOR LICENSE NUMBER: iQ D®�&g4 COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: 4,09, SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . — b. Approved drawings and addendums as required . . . . . . . . . . . . . . . . — c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . — d. Notice of commencement . , — 2. Check the approved site specific drawings or shop drawings against the 'AS BUILT" structure for. Yes a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . c. Purlin sizes, span & spacing — d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . — e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . — f. Knee braces are properly installed (d required) . . . . . . . . . . . . . . . . . — g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . . . . 3. Check load bearing uprights / 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 . . . . . . . . . . . . . . . . . . . . . . — 5. Check roof panel system for. Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . _ c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam . . . . .. . . . . . . . . . . . . . Notes: 51J t Town & Country 6005 Indicator Mark (instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A 'separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOI ST. L CIE Ci NTY BUILDING I1IMA No REVIEWED FOR COIN T CE JJ REVIEWEP B DATE � I PLANS AND PEW NUT MUST BE laPT ON JOB No OR NO ri� _?ECT'ION WILL BE M4-DE. No No NoLIM rz ri F� TCI 6005 HO ALLOY INDK 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 HrjMES AND. MOBILE HOMES CONSTRUCTED AFTER 1984. , . THE DESIGNS AND SPANS SHOWN ON THESE D�t4WINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE �LORIDi BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. ;J NAME: DRAWING FOR ONE PERMIT ONLY a� o Z LL = y am Z vi j yny do w C 5 zQ m rn _ 10 Cr n, o0 0 o it 0 o� � LL a� za �� 30 oD _5 J Q O D X o 'u 2 O Z Z N W Z W W Z m J Z % W a IL N c6 F_ U :3W to J d Cl) ~ N J Z U 3 o F- Q Z Z z LU u) Z 0' Ur J M Co a fn 0 W O Q o N 19 19 N it 2 co I j W Lu LL LLI 2 M'Ec a LL O n ¢ 0 v m j a. C O Cl) n 0) bona m ti M Lll Co X SEA a w SHEET z t9 p z cJ ?" . W w z w Co 08-12-2010 OF 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 . Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Suppjeffients, Chapter 20. ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B'Ir or'C;. or'D'� Importance Factor 0.87 for 100 MPH and 0.77 for 1ID MPH and higher, 120 MPH or PH for 3 second wind gust velocity load; Basic Wind Pressured Design Pressures for Scr en / Vinyl R o can be found on pa 3A-ii: a. "B" exposure = PSF for Roofs 8 _ZPSF for Walls b. "C" exposure = PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs 8 _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 NIL 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structur willlie solid. / Phone: 76 oa Contractor / Authori ed ' Name (please print) Date: `2 Cone ctor r zed Rep* Signatures / (/ eL4Ze 1 !" _) Dr S �Afi �A�'`Y Job Name & Address Note: Projection of room from host structure shall not exceed 16% 3. Building Permit Application Package contains the following: Yes/ No A. Project name & address on plans . . . . . . . . .. . . . . . . . . . . . . +/ B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . J/ - C. Contractor's / Designer's name, address, phone number, & signature on plans - D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . . . - E. Proposed project layout drawing @ 1/8" or 1/10' scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . - pr j lion from host structure / 2. font i side elevation views with all dimensions & heights . . . . . . . L✓ 3. am 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, 8 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 & puffin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate Section 3A tables used:A Beam allowable span conversions from 120 MPH wind zone, "B" Expos�re j/ G�MPH wind zone and/or "C" or "D" Exposure for load width(/Q Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE EXPOSURE MULTIPLIER (see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . (Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowabl height / span conversions from 120 MPH wind zone,;' F�posure to,MPH wind zone andfor'C' Exposure for load width-` Look up $pa on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TPLE t EXPOSURE MULTIPLIER (see this page 3) Yes, No C. Table 3A.3 with beam 8, upright combination if applicable . . . . . . . . . . . . I/ - D. Connection details to be used such as: 1. Beam to upright / 2. .............................. 3. Beam to wall:. . . . . . . . . . . . ... .. .. . . . . . . . . . . . !/ 4. Beam to beam . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . - 5 Chair rail, purlins, 8 knee braces to beams & uprights . . . . . . . . . . . . - 6. Extruded gutter connection . . . . . . . . .. ... . . . . . . . . . . . . .L�- E U-Gip, angles and/or sole plate to deck . . .. ... . . . . . . . . . . . .- Foundation detail type 8, size . . . . . . . . .. ... . . . . . . . . . . . . JG - 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 wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" withan 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied 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 w/ requirements of the AAMA / NPEA / NSA 2100-2 for oatagory I, II, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as.listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl Windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009.Supplements. The loads assume a mean roof height of less than 30 ; roof slope of 0" to 20"; 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16 projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" Basic Wind Pressure ScreenRooms & Vinyl Rooms Roof Walls Over Hang All Roofs 100 MPH 13.0 10.0 1 12.0 46.8 110 MPH 14.0 11.0 1 13.0 47.1 120 MPH 17.0 13.0 1 15.0 48.3 UUMH J 18.0 13. 50.8 130 M 0.0 .01.1 18.0 56.6 1 -1 MPH 1 65.7 14D-2 MPH 23.0 17.0 21.1 65.7 150 MPH 26.0 20.0 24.0 1 75.4 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 "R" Wind Zone MPH Applied Load (#/SF) Roof Deflection (d) Bending (h) Applied Load (#/S Walls Deflection (d) Bending (b) 100 10.0 1.09 1.14 12.0 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-1&2 17.0 0.91 0.87 21.0 0.89 0.815 150 20.0 0.87 0.81 24.0 0.85 0.79 Table 3A-B Conversion Factors for Over Hangs Frn ^R" In o"­. -- Wind Zone MPH Applied Load (#/S Deflection (d) Bending (b 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 60.8 0.98 0.97 130 56.6 0.95 0.12 140.1 65.7 0.90 O.B6 140-2 1 65.7 1 0.90 1 0.86 150 1 75.4 1 0.86 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Fr -R' M "r" IF" e..." .. 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' 129 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 6.91 1.60 0.79 0.86 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 - use larger mean roof neigni or nost structure or enclosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATION FORM QUADRANTI Gov EXPOSUR8 I I _ _ bar QUADRANT IV /// EXPOSURE I 100,100' 4%o I QUADRANTII I I 40 100, I soo I - EXPOSURE I � I I I i QUADRANT III 600' I EXPOSURE I I I L-•--•--•--•--•- •--•--•-� NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS W!'C', OR'D' I EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.-, ,r EXPOSURE C: Open terrain wih scattered obstructions, including surface undufaltions or other irregularities, having heights generally less than 30 feet extending more thail 1,500 feet from the building site in any quadrant. 1. Any building located within Exposure &type terrain where the building istwithin 100 feat horizontally in any direction of open areas of Exposure C-type terrain that extends m_or% than 600 feet and width greater than 150 ft. 2. No short tens changes in 'b', 2 years before site evaluation and build out within 3�ea , site will be'b% 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr at dN O z�� O h w ZO M w o z Q m 0, rn LL m 0 � 0lY 11 a O o� � LL �o �c 30 8g Z J O Q � g �_ � U 0 a� �� N 2 0 otS W W � z W z Z a w 0 � � W a fn � W y W c6 W � m � U W � N J ~ } � Z O � U U � O fja YI- o � W W � � � W 2 � m Z � U Z U Z 9 � � � w O J U ❑ a Q W t. ❑ o N (O �k ZN n J r4 rNi °p LL W E W F3 rn X o c m aUJ O LL a o n m C ui 0) J o n m m a LLI m XM o C O tL LU Lu SHEET than 1,500 feet 4. Open terrain for a than 1,500 feet in any quadrant Lu � 0 SITE IS EXPOSURE• A ED BY: DATE: IG % 2 SIGNATURE: LICENSE 08-12-2010 OF 12 0 Z z w w Z O Z w Z Z w to [O INTERIOR BEAM (PER TABLES 3A1.3) �gRiFs TYPICAL SLOPED SOLID F SCALE: N.T. ALUMINUM ROO SYSTEM (PER SOL PANEL ROOFSE RIDGE BEAM (PER TABLES 3A1.4) SCALE: N.T.S. HOST STRUCTURE OR PANS OR PANELS _ ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST HOST STRUCTURE OR FOURTH WALL FRAME /- USE BEAM TO WALL DETAIL EDGE BEAM (SEE TABLES p 3A.1.1 8 3A1.2) 'LW' FOR c UPRIGHT' z � H• HEIGHT (h) 1' x 2" w p C_ MIN. 3-1/2" SLAB ON GRADE Is) E VARIES OR RAISED FOOTING Yi = Q TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS mPAGE m W/ SOLID ROOF TYP. FRONT VIEW FRAMING (HEIGHT OF UPRIGHT IS MEASURED FROM p TOP OF 1"x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/Z 'P/Z @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (SEE TABLES) w O.H. SOLID ROOF X Z Cn NO MAXIMUM o w U) (ELEVATION SLAB OR GRADE) m O P = PROJECTION FROM BLDG. Z O VARIES VARIES LW =LOAD WIDTH N 'P' VARIES WZ Q NOTES: Q — � 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF Z-0" O.C. U) > w AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ Lu U Q WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW Z-O" O.C.. ANCHOR BEAM AND COLUMN _ INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF _I Z CONNECTION. U } Q 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. U 1- 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A1.3 F Q W 4. ANCHORS BASED ON 123 MPH 1 D VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING N Z CONVERSION: W 100 -123 130 140 150 j LLI #8 It #10 #12 #12 1 Z U PICAL SCREEN ROOM SCALE: 1/8" = V-0" J Q O Fz_ F af w w a 0 LL w m 0 L9 z Z 7 z W 0. LL i vq� W ®�� c co (D n J W LL W LL E W (� m X o Z LL V O ma- r m r N � o (D 2 LLI m ot m o - 0 SHEET,' U) 3 0 w 08-12-2010 OF p dry O x a� n T Ld a x w w z z w z w to 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 ANCHOR 1 x 2 PLATE TO CONCRETE WITH 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x_6 -10 x 10 W.W.M. OR FIBER MESR- (ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2" =1'-0" 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" 140 1 &2 5'-1" 150 4'-11" 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 L:UNL:KL I t 2"x 2" OR 2"x 3"POST #8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-118" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR (PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = V-0" ALTERNATE CONNECTION DETAIL 1" x 2" WITH BEAM / HEADER .(3) #10 x 1-1/2" S.M.S_ INTO EDGE BEAM SCREW BOSS (2) #10 x 1 1/2" S. M. S. INTO 1" x 2" OPEN BACK ATTACHED SCREW BOSS ANGLE CLIPS MAY BE TO FRONT POST SUBSTITUTED FOR INTERNAL #10 x 1-1/2" S.M.S. MAX." 66" ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS FROM EACH END OF POST CONCRETE W/ 1!4" x 2-1/2" AND 24" O.C. CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH y MIN. (3) #10 x 1 1/2" S.M.S. POST AND 24" O.C. MAX. ® INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE FRONT WALL GIRT ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2" =1'-0' HEADER BEAM ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH r® ® (4) #10 x 1/2" S.M.S. EACH SIDE 1/4" x 2-1/4"CONCRETE OF POST ANCHORS WITHIN 6" OF EACH H-BAR OR GUSSET PLATE SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH 2" x 2" OR T x 3" OR 2" S.M.B. ANGLE AT 24" O.C. MAX. POST pi (4)�Yl9 x 1/2' S.M.S. @ MIN. 3-1/2" SLAB 2500 P EACH CONC. 6x6-10x10 W.W. . OR FIBE MESH ®® " VAPOR BARRIER U _ ER a 1- IN. IN CONCRETE AIL 2" 1' x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. 1" fiOA( MIN. I I �r 9 ALTERNATE CONNECTION: 2) #10 x 1-112S.M.S. "HROUGH SPLINE GROOVES >IDE WALL HEADER 1TTACHED TO 1' x 2" OPEN SACK W/ MIN. (2) #10 x 1-1/2" ).M.S. COMPOSITE ROOF PANELS: (4)1/4" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3' HOLLOW 'LATE 2" x 2' OLLOW RAIL TO BOTTOM 1) #10 x 1-112" .EW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 2" = 1'-0" PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. LLLL IDE WALL GIRT ATTACHED TO r ' x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ONCRETE W/ 1/4" x 2-1/4" :ONCRETE/MASONRY ANCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND VALLS MIN. 1" FROM EDGE OF :ONCRETE TYPICAL & ALTERNATE CORNER DETAIL I SCALE: 2" = T-0" SNAP OR SELF MATING BEAM ONLY RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"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 ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) SCREW BOSSES c� z cr Ir w a O SNAP OR SELF MATING BEAM p ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = 1'-0" OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. w m 0 0 z :W . z JJ z W t Oa W J Q M Z (n mO Z0 in >- J U) i w W °d 0 U M in Z U) ld* In LD � rn k zV m cli co LJL. WLL 11 W ZZZ5 E L7 - Lu n ¢ 0 v m N a_ � aoco� m � � � a LLI m o r J m p G a o L m JF ag4 am 2 LL 0 d o LL 0 0 O K LL Q J Z Q 30 <5 z O 1= in ui w d o N z y Z F w z m w ui 2 w J U a w y g 0 o IL p O z 0 J 5 m Q 0 z O LL 0 N w mw _I d 65cro z W -)o Lu SHEET, z <_ w w W W 4 z z w to 08-12-2010 OF 12 O OSITE OR + [SOLID] RFM PANELS EAM PAN TYPE) (PER 1 OR 3A) 6" MAXIMUM —� y J W < IF KNEE BRACE LENGTH --- > > m W EDGE BEAM TABLES: EXCEEDS TABLE 1.7 USE w = F z 3A.1.1, 2 CANTILEVERED BEAM O in (D CONNECTION DETAILS o = tr w O SCREEN OR SOLID WALL _ POST SELECT PER TABLE 3A.3 (MAY FACE IN OR OUT) USE 2 x 3 MINIMUM HOST STRUCTURE ROOFING 2" STRAP - LOCATE @ EACH POST, (2) 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 ® EXTRUDED SIDE (3) EACH #8 S.M.S. EACH I ® OR SUPER LEG INTO POST AND INTO GUTTER MAX. DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER (OR TRANSOM) WALL 0 FASCIA (WITH SOLID ROOF) SCALE: 2" =1'-0" m W ROOF PANELof (� J (SEE SECTION 7) —__— ----- -4,��I�c BEAMS MAY BE ANGLED FOR GABLED FRAMES � Pdm�AND POST SIZES (SEE TABLES 3A.3) POST NOTCHED TO SUIT - V� ANCHOR ETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) #10 x 1-112" @ 6" FROM TOP OTTOM AND 24" O.C. _ SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0" Cn W ROOF PANEL of (SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" — — — — — — — — RECEIVING CHANNELTHRU ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU I ®O - OR COMPOSITE PANEL BOLTS FOR SIDE BEAM (SEE TABLE 3A.3 FOR NUMBER I FOR NUMBER OF BOLTS AND OF BOLTS) Q - SIZE OF POST (SEE TABLE I 3A.3) IOO - BEAM AND POST SIZES I 1" x 2" MAY BE ATTACHED FOR (SEE TABLE 3A.3)itt SCREEN USING (1) #10 x 1-112" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = T-W HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND # OF BOLTS (SEE TABLE 3A.3) 2" x _" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" PRIMARY FRAMING BEAM INTERNALLY (SEE TABLES 3A.1.1, 2) -� �® W 1-1/2" x 1-1/2" x 0.080" ANGLE a J EACH SIDE OF CONNECTING ® w t¢ BEAM WITH SCREWS AS w SHOWN ® o MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES INTERIOR BEAM TABLES: 3A,1.3 2) #10 x 3!4" S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE 7RECEIVING ;EQUIRED ANGCHANNEL EINTERNALMAY BE C(2) #10 x 1-1/2INTERNALLY "POST MINIMUM 98 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 2" x 9" x 0.072" x 0.224" BEAM SHOWN zffm OMTEIALND --\# OF SCREWS REQUIRED) WHEN FASTENING T x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. 1y ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW rT-M 2" x 6" x 0.050" x 0.120" UPRIGHTSHOWN - ®® kk kk kk ` kk kk kk ® k` kk kk kk ® \ ® k k k \ kk kk kk k \ ®k k kk k'`kkk®k \ ® ®k kk kk kk \ vI� 2%d. `\ ,yag ryLa� STRAP TABLE .vx B SIZE SCREWS #/SIZE STRAP . LENGTH T x T (4)#12 2-3/4- 4 #14 3-1/4' 2" x e' 4 #14 3-1/4" 2 x 10 6 14 1 NOTES: 1 "ALL SCREWS 314" LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 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 GUSSE17 PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" = V-0" INTERIOR BEAM TABLES: 3A.1.3 2x2 :AM CONNECTION DETAIL SCALE: 2" = 1'-0" y � BEAM TO WALL CONNECTION: Vn '/ (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" CREWS PER DE OR -T0 CONCRETE W/ (2)114" x ® 2-1/4"ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER W ® SIDE FOR EACH INCH OF BEAM ® DEPTH LARGER THAN 3" aF- cr (OD o w ALTERNATE CONNECTION: a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME WALL Wl MIN. (3) 3/8" x T LAG SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3)1/4" x 2-114" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH RGER THAN 3" TO WALL CONNECTION DET SCALE: 2" = V-0" 1TION SION j- a w \TION o K O LL 0 W a1 \TION O NOTES: ?� 1. Door to be attached to structure with minimum two (2) hinges. yr 2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S.. 1T LL 3. Each hinge to be attached to door with minimum three (3) 412 x 3/4" S.M.S.. r^ 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 20 CO 0 7 Cl) Z C0 gw 5 W Z_ T_ J Q m LO m ��n 2 N LL LU LLj Z5 m X E uJ O LL a CC o m N ja m Ll1 o o a) J m c •/a 0 � n 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 1" SHEET S.M.S. at 12" on center and within 3" from end of upright to Ul U 5 co TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. 08-12-2010 OF ui a 0 4 M z z it W w z 0 z w z z w 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 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 APPROPRIATE DETAILS) '�jrI 6 x 6 -10 x 10 WELDED WIRE cn * 12• �c MESH (SEE NOTES 8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) (MAX. 32") (2) #40 BARS MIN. 2-112" OFF GROUND KNEE WALL FOOTING FOR -SCREENED ROOMS SCALE: 1/4" = V-0" 'h' 'W N 'x" 32" 12" 2 10'-0" 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' Cf. LL a L ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16" C.M.U. (1) #40 BAR CONTINUOUS (1) #50 VERT. BAR AT CORNERS AND 'x' O.C. MAX. FILL CELLS W/ 2,500 PSI PEA ROCK CONCRETE 8" x 12' CONCRETE FOOTING WITH (N) #5 BAR CONT. mr LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3TM (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" = T-0" NEW SLAB 12° 44" EXISTING SLAB #30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. (1) 930 BAR I EXISTING SLAB AND A MIN. 4" CONTINUOUS 8' —'I INTO NEW SLAB 6' FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = T-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 314" PLYWOOD DECK WASHER (SEE TABLE 4.2) @ 6' FROM EACH SIDE OF POST I y A AND 24' O.C. PERIMETER. 1-1/2' (MIN.) -1/4" LAP PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C. AI ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2" 5/4" P.T.P. or Teks Deck 3-3W 2" P.T.P. 4° SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = V-0" 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP rO, @ 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) 4" (1) #5 0 BARS W/ 3" COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" =1'-0" (2) #5 BAR CONT. (2) #5 BAR CONT. 2' MIN. 1" PER FT. MAX. FOR (1) #5 BAR CONT. 2'-0" MIN. 3-112" (TYP. . I BEFORE SLOPE ALL SLAB m �• .r TYPE 1 TYPE II TYPE III FLAT SLOPE / NO FOOTING �MOOERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2"/ 12' Y / 12'-1'-10" r 1'-10" Notes: 1. The foundations shown are based on a min ressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2' (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4' nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, 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 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 314" = T-T 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) �� I 5d MIN. 16" MIN. TOTALS 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (2) #50 BARS CONT. W/ 3- COVE R LAP 25' MIN. 3-1/2" MIN. 6 MILVISQUEEN VAPOR BARRIER IF AREA TO BE ENCLOSED —16" MIN. TERMITE TREATMENT OVER UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. A11 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 ® Mesh, InForceTM e3TM (Formerly Fibermesh MD) per maufaclurer'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 -------------- TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" =1'-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 z HEADER it 114" x 2" LAG BOLT (2) PER a- POST O O 1" x 2" TOP AND BOTTOM > PLATE SCREW 2'-0" O.C. m t (o m Z -ui j } • �C7 O LL. r •'i EXISTING FOOTING 121 ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" = V-0" m r� b N m in o Zo Z¢I 00LL' am d0 �E w C 43 z¢ ca co 0 o oaoo x LL za it 30 e 5 J z O a Z U) O o 20 N Z 0 Z J U) LU o. (n > W W °b 0 iL r7 U Q = J o Z U O o M 1— U H Q W O 0 fn Z U) i W 'm Z -U - -o U5 0: O Q r, 0 N n TF � J v U- u ME W rn x o c m a _J O LL OR o 1*0 N � o m m m a LLI .ac r N _J m U � c a 0 r m a �y S SHEET �0 6 w 08-12-2010 OF O z at w w z 0 z w z z w m 12 0 UNIFORM LOAD l A B SINGLE SPAN CANTILEVER UNIFORM LOAD L L A B C o conr.l UNIFORM LOAD L a� A B 1 OR SINGLE SPAN UNIFORM LOAD Z L 1-4 A B C D 3 SPAN UNIFORM LOAD l L L l A B C D E 4 SPAN NOTES: 1) L = 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 PW L) 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" -r d-.50" 1" MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB .75" d-.50" d PLATE CAN BE INSIDE OR .75" OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS HEIGHT'2 x (d - .50") LENGTH Minimum DIstanea and Screw size ds (in.) Edgelo Center 2ds in.. Center to Center 2-112ds in. Beam Size Thickness In. #8 0.16 318 7116 2'x 7'x 0.055x 0.120•'• 1116=0.063 #10 0.19 318 1/2 2"x8'x0.072'x0.224• 1/8=0.125 #12 0.21 7/16 9/16 2" x 9' x 0.072' x 0.224" 118 = 0.125 #14 or14• 0.25 W 518 2" x 9' x 0.082' x 0.306• 1/8=0.125 5/16• 0.31 5/8 314 2' x 10' x 0.092' x 0.369• 1/4 = 0.25 • refers to each side of sprice '• use for T x 4" and 2• x 6' 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" =1'-W SELF -MATING BEAM (SIZE VARIES) ID 0 SUPER OR EXTRUDED GUTTER 2" x 2" ANGLE EACH SIDE I SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 # AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 TRUFAST SIP HD FASTENER "C+1-1/2" LENGTH 0+11 @ 8" O.C.1+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 O z w W a of O W m O w W O D J Q Z C7 Q2 20 Z0 C7 V } J CO) i W W o5 0 W U_ M -J Z O U F- Q W U) Z U) gW W Z_ U) J Q • �, � ram_ I SHEET 111 .o 7 w 08-12-2010 OF 0 0 f- o LLo 0° e: LL aLd za fo o: io 8s z O H O W 0 N Cn z z w 2 W a 0- to 0 N 0 O U (7 z c to to 0 E O LL 0 N 12 0 a O tY- (9 O Z K W W z C7 z W j z z W to Irl ro, 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 #ISF (47.1 #/SF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (fl.) Max. Span'L'I(bending W or deflection 'd') Load Width (ft.)1&2 Max. Span'VI(bending W or de0ection'dl 1&2 Span 3 Span 4 Span Cantf a or Span 3 Span 4 Span nti ver CaMa . 4 5'-10' d 7'-2' d T-0' d 1'-1' d 4 8'-1" d T-11" d 10'-2' d 1'-6' d 5 5'-5' d 6-8' d 6'-9' d 0'-1 l' d 5 T-6' d 9'-3' d 9.5' d 1'-4" d 6 5'-1' d 6-3' d 6'-5' d 0'-11' d 6 T-1' d 8'-8" d 8'-11' d 1'-3" d 7 4'-10' d 5'-11' d 6'-1' d 0'-11' d 7 6'-8' d 8'-3' d 8'-5' d 1'-3' d 8 4'-7" d S-W d 5'-10- d 0'-10" d a 6'-5' d T-11' d V-1' d 1'-2- d 9 4'-5' d 6-6' d 5'-7' d U-10' d 9 6'-2' d 7'-7' d T-9" d :: 1'-1' d 10 4'.3- d 5'3" d 5'-5' d 0'-9' d 10 5-11" d T-0- d T-6" d 1'-1' d 11 4'-2" d 5'-1' d 5'-3' d 0'-9- d 11 1 5-9- d T-l' d T-3" b 1'-1" d d 4'-11' d 5'-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 (R) Max. Spa n'L'I(bending'b' or deflection'dj Load Width (ft) Max. Span'L'/(bending'b' or deflection 'd) 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 8A 1' d 11'-1' d 11'-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'-0' d 5 9'-9' d 17-1' d 12'-0' d 1'-9- d 6 T-10' d 91-W d 9'-10' d 1'S' d 6 9'-7 d 1 T-4' d 11'-7' d 1'-8' d 7 7'-5' d 9'-2 d 9'4' d 1'-4' d 7 8'-9' d 10'-9' d 11'-0' d 1'-7' d a T-1' d &-9' d 8'-11" d 1'-4' d a 8'4' d 1W-4" d 10'-S' b V-6' a 9 6'-10' d F-5" d 8'-7" d 1'-3" d 9 8'-0' d 9'-11' d T-10" b 1'-6' d 10 6'-7' d a'-2' d 8'-0' d 1'-2' d 10 T-9- d 9W" d 9'-0' b 1'-5- d 11 6'-5' d 7'-11' d 8'-1' d 1'-2' d 11 T-6- d 9'-2" b 8'-11" b 1'-0' tl 12 6'-7 tl 7'3' tl T-10' d 1'-2' d 12 T-4' d 8'-10' b 8'-6' b 1'-0' d " x 2" x 0.045" Hollow Load Width (n.) Max. Span'L'/(bending W or deflection'dl 1&2 Span 3 Span 4 Span Max. Cantilever 4 6'-6" d 8'-1" d 8'-3' d 1'-2' d 5 6'-1" d T-6' d 7'-W d 1'-1' d 6 5'-9" d T-1' d 7'2' d 1'-1' d 7 65' d 5-8" d 6'-10' d 0'-11- d 8 5'-2' d 6-5' d 6'-W d 0'-11' d 9 4'-11' d &-2" d 6'-3' d 0'-1 l' d 10 4'-10' d 5'-11' d 6'-l" d U-11" d 11 4'3' d 5'-9' d 5'-11' d 0'-10' d 12 4'-6- d 5'-T d 5'-9' d I 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 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T5 For 3,second wind gust at 110 MPH elocity, using design load of 13.0 /NSF Sections Trib tary Load Width'W'=Members aeIn T-0" T-6- 4--0' 4'-6" 5'-0' S'-6" 6'-0" 6'-6" 1 T Allowable Hei ht 'H'I berdino W or deflection 'd' 2" x 2" x 0.044" Hollow 8'-7' b 7'-11' b 7'-5' b 6'-11' b 6'-6' b 6'4- b 6'-1' b 5'-70' b 5'-7' h 5'-5' b 3" x 2" x 0.045' Hollow 9'-4" h 8'-8- b 8'-1' b 7'-7" b 7'-3- b 6'-11' b 6'-7' b 6'-4" b 6'-1' b 5'-11" b 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 7'-2" b 6'-11' b 6'-8' b 2" x-3" x 0.060' Hollow 13'-0" b 17-5' b 11'-7' b 0'-11' b 10'4" 0 9'-10' b 9'-5- b 9'-1' b 8'-9" b 8.5' b 2"x4 x0.050 Hollow 2'-10' b IV-10' b 11-1' b 10'-5' 9'-11' 9-1. b 9-1 b 8'-8" b 8-5" b 8-1' b 2" x 5" x 0.062" Hollow le.-8" b 1T-3' b 16'-2' b 15'-3' b 14'-5- b 1T-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. 15'-9' b 14W' b 13'-7" b 17-10' 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. 8-1 b 17'S' b 16'-4' b 155" b 14-8" b 13-11 13 b 12'-10" b 12'-4 1 -11 b 2" x 6" x 0.050" x 0.120" S.M.B. 21'-11' b 20'3' b 18'-11" b 17'-10" b 16'-11' b 16'-2' b 15'S' b 14'-10" b 14'-4" b 3'-10" b 2" x 7" x 0.055" x 0.120" S.M.B. 26-3- b 24'-3- b 22'-9" b 21'-5' b 20'-4" b 19'-4- b 18'-7" b 17'-10r b 1 -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 263" b 24'-11" b 23'-9' r 22'-9' b 21-10" b 21'-0" b 20 �' b 2 x 9" x 0.072' x 0.224 S. .B. 37-3' b 345' b 323" 'b 30'-5' b 28'-10' b 27'-6' 26.4' 25'-3' 24'-4' 23'S' 2" x 9" x 0.082" x 0.310" S.M.B. 41-V 3W-6" b 35'-11' b 33'-11- b 32'-2" 6 30'-8' b 29'-4- b 28'3- b 27'-2" b 2" x 10- x 0.092" x OJ69" S.M.B. 53'-11" d 51'3' d 49'-0' d 47'-2' d 45'-1' b 42'-11' b 41'-2' b 39'-T b 38'-1' b 36'-10' b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-110 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF Tributary Load Width 2'-0' 3'-0" 4'-0` S-0" 6' 0- 7'-0" I 8'-0" I 10'-0' 1 12'-0' 1 14'-0" 1 16'-0' 1 18'-0" Hollow Beams Allowable Span 'L' / bending 'b' or deflection'd' 2" x 4" x 0.050" 13'-3' d 1 11' 7' di 10'-6' dj 9'-9' d 9'-2' di 8'-9' di 8'-0' dl T-9' dl T4' di 6'-11' di 6'-8' di 6.4' d Self Mating Beams Allowable Spon'L'/ bending W or deflection'd' 2" x 4" x 0.045" x 0.088" 14'-9' d I 17-10" d 11'-8' d 10'-10" d 10'-2" d 9-8' d 9'-3' d 8'-7' d 8'-1' d T-8' d T4- di T-1' d 2" x 5" x 0.050" x 0.116" 18'-2' dl 15%11' d 14'-5' d 13'-5' d 12'-7' d 11'-11' d 11'-6' d W-8" d 10'-0' d 9'-6' d 9'-1" d 8'-9- d 2" x 6" x 0.050" x 0.120" 21'-4' d 18'3' d 16'-11 ° d 15-9' d 14'-9" d 14'-1' d 13'-5' d 12'-0' d 11'-9' d 11'-2' d 10'-8' d 10'-3" d 2" x 7' x 0.055" x 0.120' 24'-5' d 21'-4' d 1T-4" d 1T-11' d 16'-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 8' x 0.070" x 0.224' 30'-l' d 26'-3' d 23'-10' d 27-2" d 20'-10' d 19'-9' d 18'-11' d 1T-7' d 16'-6' d 15'-9' d 15'-0' d 14'-5- d 2" x 9" x 0.070" x 0204" 33'-1' d 2.'-11d 261 d 24'1 d 27-11- d 21'-9' d 20'-10" d 19'4' d 16'-T d 1T-0' d 16'-6' d 15-11' d 2' x 9' x 0.082' x 0.326" 35'S' d 30'-11" d 28'-1" d 26'-1' d 24'-7- d 23 C d 22'-4- d 20'-9- d 1 T-6- d 18'-6- d 1T-9- d 17--0' d 2" x 10" x 0.090" x 0.374' 41'-1' d 35-11' di 37-7' d 30'-3' d 28'-6" d 27'-1' d 25-11' d 24'-0' d 27-7" d 21'-6" d 20'-6- d 19'-9' d Notes: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance kom 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 Tribute Load Width = Purlin Spacing 5'-0" 6'-0" T-0' 8'-0' 9'-0' 10'-0" 11'-0" 17.0" Allowable Span'L' / bending W or deflection'd' 2" x 4" x 0.046" x 0.050` 14'-6' d 13'-8' d 17-11' d IT-5' d 11'-9' b 1 11'-2' b 10'-W b 10'-2' b 2" x 5" x 0.050" x 0.048` 1T-11" d 16'-11" d 16.-1' d 15'-4' d 14'-9' d 14'3' d 13'-9' b 13'.2' b 2" x 6" x 0.050" x 0.060" 21'-1' d 19'-10' d I W-10" d 18'-0' d 1T-4" d 16'-6' b 15'-W b 15'-0" b 2" x 7" x 0.060" x 0.060" 24'-V d 22'-8' d 21'-6" d 20W' d 19'-10" d 19'-1" b 18'-3' b 1 T-5' b 2" x 8" x 0.072" x 0.112" 29'-8' d 2T-11" d 26'S' 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 25'-1" d 24'S' 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 27'-9- d 26'-11" d 26.7 d 2' x 10" x 0.092" x 0.187" 40'-T d 38'-2' d 36'-3' d 34'-8" d 3T-4' d 37-2' d 31'-2' d 30'-4' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A.2110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 13.0 f#SF Sections Tributary Load Width W = Puriln Spacing T-0' 1 7-6' 1 4'-0" 1 4'-6" 1 5'-0" 1 5-0" 1 6'-0' 1 6'-6" 1 71-0' 7--6` Allowable Height 'H' / bending'b' or deflection *d' 3" x 3" x 0.045" Fluted 9'-1' b 8'-5' b 7'-10' b TS" b T-0" b &-8' b I 6'-5" b 1 6'-2' b 1 5'-11' b 1 5'-9' b 3" x 3" i 0.060" Square 117 b 10-4- b 9-8- b T-1" b 8'-8- b 8'-3" b T-11- b T-7- b Tom" b T-1' b 3" x 3" x 0.093" Square 16'-0" b 14'-10' b 13'-11" b 13'-1" b 12'S' b 11'-10" b 11'-0" b 10'-11' b 1V-6 b 10'-2' b 3" x 3" x 0.125" Square 19'-1' b 1T-8' b 16'-7" b 15'-7' b 14'-10' b 14'-1' bi 13'-6- bi 12'-11" b 12'S' 6 1 12--1- b 4" x 4" x 0.125" Square 24'-9" b 27-1 V b 21'5' b 20'-2" b 19'-2" b 18'-W b I 17'-V b 1 16'-9' b I I V-2' b 1 15'-8' b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy Indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Counityl' will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR J 2 O_ Q fn Z ~ W Z Cn Q o O U) N ZO a0:� W m z J 2 W W ZiL > g a In W 06 :3 to IX C) LL o WW U c0i Q N Z O < Z o W = W M Z m Z O o J W 1n � ILL a 0 N (0 CD rr Co L co co W LL 2 6dS W m X 0 il O LL a j a. C U C, n 0) won CO I. c, a LLI a c�r a) J m L) C U " t9 -" U SEAL z w f 'SHEET z C7 z W 8-110 z W m 12 08-12-2010 OF 0 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 t#SF (48.3 #ISF for Max. Cantilever) 2' x 2' x 0.040- Hollow 2" x 3" x 0.045" Hollow Load Width (ft.) Max- Span'L'/(pending W or deflection'd') Load Width (fL) Max Span'0(bending W or deflection'd') 1&2 Span 3 Span 4 Span Cana ever 1&2 Span 3 Span 4 Span ver CaMal . 4 5'-6' d 6'-9' d 6-11' d T-1' d 4 7'-8' d- 9'-5' d T-7' d T-6' d 5 5'-l" d 6'-3" d 6'-F d 0'-11' d 5 T-1' d 8'-9" d IT-1 I' d 1'4' d 6 4'-9- d 5'-11" d 6'-0" d 0'-11- d 6 6'-8' d 8'3' d 5-5' d 1'3' d 7 4'-7' d 5'-7' d 5'-9" d 0'-10' d 7 6'4' d T-10" d 7'-11' d 1'3' d a 4'-4' d 5'-4' d 5'-6' d 0'-10' d a 8,1, d T-6' d T-8' d T-2' d 9 4.2' d 5'-T d 5'-3' d V-10" d 9 5-10- d 7'-2' d T-0- d 1'-1' d 10 4'-0' d 4'-1 I" d 5'-1' d o-9' d 10 5'-7' d 6'-11' d 6'-11' b 1'-1' d 11 3'-17' d 4'-10' d 4'-11' d 0'-9' d 11 5'-5' d 6'-9' d 9-8' b 11-0 12 3'-10' d 4'3' d 4' -9' b 0'-9' a 12 5'-3' d 6'-6' d 6'-4' b 1'-0' d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (ft.) Max. Spa n'Ly(bending'b' or deBectfon'd') Load Width (fL) Max Span'L'1(bending'b' or deflection'd') 1&2 Span 3 Span 4 Span Ce UI ver 1&2 Span 3 Span 4 Span CantBever 4 8'-6- d 10'-5- d 10'-8" d 1'-7- d 4 9-11' d 12'-4- d 12'-7' d 1'-11' d 5 T-10- d 9'-8' d 9'-11' d 1'-6- d 5 9'-3' d 11'-5' d 11'-8' d 1'-9' d 6 T-5- d 9'-2- d 9'- d 1'-5- d 6 873' d 10'-9- d 10'-11' d 1'-8' d 7 T-0" d &-8' d 8'-10' d 1'4" d 7 &-3' d 10'-2" d 10'-3' b 1'-7" d 8 6'-9" d 8'4' d 8'-6' d 1'-3" d B 7'-17' d 9'-9' d 9'-7" b 1'S' d 9 6'-6- d T-11' d T-2' d T-3" d 9 T-7' d 9'4" b 9'-0- b V-5* d 10 6'-3' tl T-8' d T-10' d 1'-2' d 10 T-4' d B'-11' b 8'-7" b 1'-5' d 11 6.1' d T-6" d T-T d 1'-2" d 11 7'-1' tl 8'-6' b 8'-2" b 1'4- d 12 5'-10' d 7'-3' d 7'S' d 1'-1' d 12 6'-11" d 8'-1' b T-10" b 1'4' d " x 2" x 0.045^ Hollow ' Load Width (ft.) Max Spa n'L'I(bending'b' or deflectlon'd') 1&2 Span 3 Span 4 Span Max Cantilever 4 6'-2" d T-a" d T-10" d 1'-2" d 5 5'-9' d 7'-1" d T-3' d T-1' d 6 V-5' d 6'-B" d 6'-10' d 1'-0" d 7 S-2' d T4' d 6'-6' d T-11' d 8 4'-11" d 6'-1- d 6'-2- d 0'-11" d 9 4.9' d 5'-10' d 5'-11' d 10 1 4'-7' d 5'-8" d 5'-9" d 0'-10' it 11 1 4'S" d 5'-5- d 0'-10' d 12 4'-3" d 5--4- d 5'-5' 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-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 TS For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Tribute Load Width % 2'-0" 3'-0' 4'-0" 5'-0' 6'-0- 7'-0" 14--0' 1 16'-0' 1 18--0- Hollow Beams Allowable Span'L' I bending'b' or deflection'd' 2" x 4" x 0.050" 175' d 10-11 d 9'-11" d 9'-0' d 8'-W d 8'-3' d 7'-11' d T4' di 6'-11' dl 6'-7* d 6'-3" dl 6'-0' d Self Mating Beams Allowable Span'L' / bending W or deflection'd' 2" x 4' x 0.045- x 0.086" 12'-2' d 1 V-1' d 10'-0' d 9-8' d 9'-2' d 8'-9' d 8'-2' d T-8' d T3' d 6.11' d SW d 2' x 5" x 0.050' x 0.116- 15'-0' d 13'-8' d 12'-8' d 11'-11' d 11'4' d 10'-10- d 10'-1' d 9'-6' d 8'-11' d 8'-T d 8'-T d 2" x 6" x 0.050' x 0.120" 1T-T d 16'-0' d 14'-10' d 1YA V d 13'-3" d 17-8' d 11'-10- d 11'-1- d 10'-7- d 10'-1- d 9.8- d 2' x 7- x 0.055" x 0.120" K 20'-2' d 18'4' d 16'-1 V d 15-11' d 15'-2"d 14'-6" d 13'-6' d 12'-8' d 12'-1' d 11-6' d IVA" d 2" x 8" x 0.070" x 0.224" 24'-10- d 22'-T d 20'-11' d 19'-8- d 18'-9- d 1T-11-d 16W- d 15-8- d 14'-10' d 14--3- d 13'-6' d 2' x 9" x 0.070" x U04- 2T4" d 24'-10' d 23'-0' d 21'-8' d 20'-T d 19'-W d 18'-3' d 17'-2' d 16'4' d 15'-8' d 15.0' d 2" x 9' x 0.082" x 0.326' 29'3' d 26'-T d 24-8" d 23'3' d 22'-1' d 21'-1' d 19'-T d 18'-5- d 1T-6'd 16'-9- d 1fi'-1- d 2'x 10' x 0.090"x 0.374" - 33'-11" d 30'-10- d 28'-8- d 26--11- d 25'-7- d 24'-6- d 22'-9- d 21'-5- d 294- d 19'-5- d 18'-8' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind bad plus dead bad for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 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 For 3 second wind qust at 120 MPH velocity; using design load of 13.0 f#SF Self Mating Sections Tributary Load Width'IM = Pudin Spacing 5'-0' 6--V I T-0" 1 8'-0" 1 9--0" 1 10'-0" 1 11'-0" 12--0- Allowable Span '12 / bending W or deflection'd' 2" x 4" x 0.046" x 0.050" 13'-9- d 12--1 V d 12'-3" b 11'-6' b l o-10' b 10'-3' b 9'-10' b 9'-5" b 2" x 5" x 0.050" x 0.048" 16'-11- dT 15'-11- d 15'-2- d 14'-6- d 13'-11- b 13'-3- b 12'-7" b 12'-1' b 2" x 6" x 0.050" x 0.060' 19'-11' d 18'-9' d 1T-10' d 16'-11- b 1111- b 15'-2- b 14'-5' b IT -to' b 2" x 7' x 0.060" x 0.060' 22'-9' d 21'-5' d 20'4- d 19'-6- d 18'-6" It 1T-7- b 16'-9- b 16'-0- b 2" x 8' x 0.072" x 0.11Z" 28'-1' d 26'-5' d 25'-1' d 24'-0' d 23'-1' d 22'-3' d 21'-5' b 20'-6" b 2" x 9' x 0.072" x 0.112" 30'-11' d 29'-1- d 2T-T d 26'-5' d 25'-5" d 24'S" b 23'4' b 22'-4' b 2' x 9" x 0.062" x 0.153" 33'-l' d 31'-2" d 29'-T d 26'-3' d 2T-2' d 26'-3' d 25'-5' d 24'-9' d 2" x 10" x 0.092" x 0.16T 38'-5' d 36'-1" d 34'4' d 32'-10" d 31'-7' d 30'-6' d 29'-6' d 28'-W d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A.2120 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind oust at 120 MPH velocity: usina design load of 15.0 #/SF Sections TrIbutarvLoad Wld NV' = Member S acL 3'-0" 3'-0" 4'-0" 4'-6" 5-0' S'-6" 6'-0" 6'-0' T-0" 7'-6" Allowable Hei ht 'H'l bendin 'b' or deflection'd' 2" x 2" x 0.044" Hollow 7'-1 V b1 T-5' b 6'-11' b1 6'-6' b 1 6'-2' h S-11" b 5'-B' b 5'-5' b 5'-3' b 5'-0' b 3" x 2 x 0.045" Hollow 8-8' b 8'-0" b 7-W b T-1' b&-9" b 6-5' b 6'-2" b 5'-11" b 5'-8' b 51-6 b 2" x 3" x 0.045" Hollow 9'-10' bE b 8'-6' b 8'-1' b T-8' b 7'-3' b 6'-11' b 6'-B' b 5-5' b 6'-3' b 2" x 3" x 0.060" Hollow 175" b b 10'-9' b 1 U-2" h 9'-8' b 9'-2' b 8'-10" b 8'-5' b 8'-2' h T-10' b 2" x 4' x 0.050 Hollow 11'-11' b b 104' 9-9 b 93 8-10" b 8'-5" b 8-l' b 7'-10' b 7'S" b 2"x5"x 0.062" Hollow 1T4" b b 15'-0' b 14'-2' b 1T-5' b T-10' b IZ-3' b IV-10- b 11'-4' b 1U-11' b 2" x 4' x 0.046 x 0.100" S.M.B. 14'-7' b b 12'-8' b 11'-11" b 1 T4' b 0'-1 D' b 70'4' b 9'-11- b 2" x 5" x 0.050" x 0.100" S.M.B. 1 T-7' b b 15'-3" b 14'4- b 13'-7- b 2'-11- b 12'-5" b 11'-11' b 11'-6- b IT-1- b 2" x 6" x 0.050" x 0.120" S.M.B. 2 4' b " b 17-8' b 16'-0" b 15'-9' b 15'-0' b 14'-5' b IS-1 0" b 73'4' b 2-11' b 2" x 7' x 0.055" x 0.120' S.M.B. 24'-5' b b 21'-2' b 19'-11' b 18'-11" b 18'-0' b 1 T-3' b 16'-7' b 15'-11' b 15'-5' b 2" x 8" x 0.072^ x 0.224" S.M.B. 29'-11' b b 25'-11' b 24'-5" b 2T-2' b 22'-1" b 21'-2' b 20'4"b19'-7' b 18'-17' b2" x 9" x 0.072" x 0.224' S.M.B. 34 -8' b 3U-0- b 28 -3" b 26'-10- b 25W- b 24 -6- b 23'-6' b Z2 21-11- b 2' x 9" x 0.002' x 0.31r S.M.B. 38'-8' b 35'-10' b 33'-6' b 31'-T b 29'-11' b 28'-7" b 27'4- b 26'-3' b 25'-4' b 24'-5' b Z" x 10" x 0.092" x 0.369- S.M.B. 57'-5' d 48'-10' d 46'-9' d 44'-3' b 41'-11' b 40'-0- b 38'4- b 35'-10- b 35'-6- b 34'-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. Table 3A.2120 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 120 MPH velocity; using design load of 15.0 #/SF Sections Tributary Load Width = Pudin Spacing T-0' 1 T-6' 1 4'-0' 1 4'.6" 5'-0" 1 5.6" 1 6--0' 1 6--6" 7'-0' T-0' Allowable Height 'H' / bending'b' or deflection'd' 3" x 3' x 0.045" Fluted 8'-5' b T-10' b T4' b V-1 V b V-6' b 6'3' b 5-1 V b 5-9- b 5'S' b 5'4' b 3" x 3' x 0.060" Square IU-5' b 9'-7- b 1 8'-11' b 8'-6' b T-0' b T3' b T4- b T-1- b 6'-10' b 6'-7'b 3" x 3" x 0.093' Square W-11' b 1T-10" b 1T-11" b 12'-2' b 11'-T b 11'-0' b 10'-7' b 10'-2" b 9'-9' b 9'-5' b 3" x 3" x 0.125" Square 1T-9' b 16'-6' b 15'-5' b 14'-6" b 13'-9' b 13'-2" b 12' 7' b 12'-1" b 11'-6" b 113' b 4' x 4" x 0.125" Square 23'-W b 21'4' b 19'-11' b 18'-9' b 1 T-10' b I V-1 I- b 16'3- b 1 1 S-8- b 15'-1' b 14 7- b Notes: 1. Above spans do not Include length of knee brace. A^d horizontal distance from upright to center of braceto beam connection to the above spars 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 indentiftcation 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 indentifloation 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-approyed contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR J Q fn Z Z GO Q ntt Q M U) W p Gi 0 of 0 W O� Z m 3m (n J W (.5 CD N w U1 Z > 2 Z r _j CO cwi W U) � )--. 0_ g () J LL m W LL O �_ � o :3U IX ¢ Il 0 65 H U) Z N 0 LL Cn 53 a. LU W M O O O Z w Z ( O N N U W a: w J U) > > _ Q I- Cfl 19 CO n Ott Z N n rn J Lu M LL W ILL W 5 x E c m CL th O LL coo. > a• m ai j o m M a a LLi a off pt (1) - m L) COVC � d c 0 rL m 0 .m - -, SEAL SHEET.r -120 Z w . nm 08-12-2010 OF 12 O Table 3A.1.1-130 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions f c or Vinyl Rooms Aluminum Alloy 60 T-5 For 3 second wind g st at 130 MPH veloc - g d n-load of 15.01NSF (56.6 #/SF for Max. Cantilever) 2"x2"x0.040"Holl - 2"x3"x0.045"Hollow Load Width (ft.) Max. Span'L'I(bending W or de8ection'dj Load Width (ft.) Max. Span'L'/(bending'b' or deflection'd') 1&2 SpanWd4�!V an 4 Span Cantilever 18Z Span 3 Span 4 Span Cantilever 4 5'-3' dd 6'-7' d 0'-11' d 4 T-3' d 8'-11' d 9'-2' d 1'-5" d 5 r-10" d d 6'-1' d 0'-11' d 5 6'-9' d 8'-4' d 8'-6' d 1'-3' d 6 4'-7' dd 5'-9" d 0'-10" d 6 6'4- d 7'-10- d 8'-0' d 1'-3- d 7 4'-4' dd 5'-6' d 0'-10' d 7 6'-0' d T-5' d T-7- d 1'-2' d 8 4'-2' dd S-3' d 0'-9' d a 5'-9' d 7'-2" d T-3- b 1'-1- d 9 3'-11" d d 5'-0- d 0'-9' d 9 5W' d 6'-10" d 6'-10' b 1'-1" d 10 3'-10' dd 4'-10" d 9-9- d 10 5'4" d- 6'-7" d 6--6" b 1'-0" d N3'-9"d d 4'-8' b 0'-9' d - - '-5' b 6'-2' b 0'-11" - d 12 3-7' dd 4'-5' b 01-8' 12 5'-1' .d-�6-' b1 5'-11' b 0'-11" d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050 -,tioll Load Width (ft.) Max. Span'L'I(bending'b' or deflection'd' Loa - _ L'Iteanding'b' 3 Span or deflection 4 Span V) Cantilever 1&2 Span 3 Span 4 Span Cantilever Width (ft.) 1&2 Span 4 8'-l' d 9'-1T d 10'-2" d 1'-6" d ----4 9'-6'-d- d 11'-11" d 1'-10' d 5 T-6' d 9'-3' d 9'-5' d 1'S' d \ Z- - .. 8-tiO=S,d- m10'.-11" d 11V d i'-8' d 6 7'-1" d 8'-8' d 8'-11" d 1'4- d, - -4" - 10'-3' d 10'4' 7 6'-8" d 8'-3' d 8'-5" d 1'3' d 9'-9' d 9'-7' b 1'-6" d 8 6'-5' d 7'-11" d 8'-1' d 1'3" d 8 7-6' d F-3' b 8'-11' b 1'-5' d 9 6'-2' d T-7' d T-T d 1'-2" d 9 7'3' d 8'-9' b 8'-5' b 1'-5" d 10 V-11" d T4' d T-6' d 1'-2- d 10 6'-11" d 8'-3" b T-11' b 1'-4' d 11 5'-9' d T-1' d 7'-3" b 1'-1' d 11 6'-9' d T-11' b 7Ww b 1'-3' d 12 5'-T d 6'-11" d 6'-11' b 1'-1' d 12 6'-T d T-T b 7 "x2"x0.045"Hollow Load Width (ft.) Max. Spa n'L'/(bending'b' or deflection'd') 1&2 Span 3 Span 4 Span Max. Cantilever 4 5'-11" d T-3' d T-5" d 1'-1" d 5 5'-6' d 6'-9' d V-1 I" d 1'-0- d 6 5'-2' d 6'4- d 6'-6' d 0'-11- d 7 4'-11" d 6'-1' d 6'-2' d 0'-11' d 8 4'-8' d 5'-9' d S-11' d 0'-11' d 9 4'-fi' d 5'-7' d "' d 0'-10" d 10 4'4' d S4' d F-6" d 0'-10' d 11 I 4'-3' d 5'-2' d - 5'4- d 0'-10' d 12 4--1" d 5'-, d 5'-2' d 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 to the above spans for total beam spans. 2. Spans maybe interpolated. Table 3A.2 130 Town & Count I 6005 TCI owe a Upright Heights, Chair Rail Spans or Header Spans cry o0 Aluminum Alloy 6005 T-5 " For 3 second wind oust alAampl v locity: using deslqn load of 18.0 #IS�s Sections Tribu ..b6ad idth'W'= Member s acin T-0" 1 3'-6' 1 4'-0" 4'-6" ;" 5'1" 5'-6" 1 6'-0" 6'-6" 1 7'-0" 1 T-6" Allows ht 'H' bendin 'b' or defleetion'd' 2" x 2".x.0.044" Hollow b 6'-9' b 6'4- b 5'-11' b 5'-8' b 5'4' b 5'-2' b 4'-71' b 4'-9' b 4'-7' b 3" x 2":x 0.045" Hollow b T-4' b 6'-10, b 6'-6' b 6'-2' b 5'-10' b 5W b V-5" b 5'-2" b 5'-0" b 2" x 3" x 0.045" Hollow b 84' b 7 -10" b 7'4' b 6'-11" b 6'-8' 6'-4" b VA" b V-1 V b 5'-8' b " H b 10'-0' b 9'-10' b - 8'-10' b 8'-5' b 8'-0- b T-9- b 7'•5" b T-2- b 2" "x..050 - oll0 ' b 10'-1' b 9'-5' 8'-11" b 8'-5" b 8'-0" b T-8" b 7'-5" b T-1' b 6'-11' h \ - b W-8' b 13'-9" b 12'-3" b 11'-8' b 11'-3' b 10'-9" b 10'-5" b 10'-0' b 2" x 4" x .046 x 0.100" S.M.B. b R31b 1 4' b 11W" b 19-11" b 10 4' b 9'-104 b 9'S' b 9'-1' b 8'-9" b 8'-5' b 2" x 5" x 0.050" x 0.100" S.M.B. b W-10" b 13'-11' b IT-1- b. 12'-5" b 1'-10' b 11'4" b 0'-11" b 10'-6' b 10'-2" b 2" x 6" x 0.050" x 0.120" S.M.B. b 17'3' b 16'-l' b 16-2" b 14'-5' b 13'-9' D 13'-2' b 12'-6' b 12'-2' b 11'-9' b 2"x7"x0.055 x0.120" S. .B. 20-8' 194" b 18-2 b 17'-3" b 16-6' 15-9' b 15'-2 14-7" 14-1'. b 2" x 8" x 0.072" x 0.224" S.M.B. b 25'3- b 23'-8- b 22'4' b 21'-2' b 20'-2" b 19'4' b 16'-7' b 17'-1 I" b 17'3- b 2" x 9" x 0.072" x 0.224" S.M.B. b 29'3' b 27'-5" b 25'-10' b 24'-6' b 23'4' b 22'4' b 21'-6" b 20'-8' b 20'-0' b 2" x 9" x 0.082" x 0.310" S.M.B. 35'4" b 32'-8' b 30'-7' b 28'-10' b 27'4' b I 25'-1' b 24'-11- b 23'-11" b 23'-l' b 274' b 2" x 10" x 0.092" x 0.369 S.M.B. 48 -5" d 45'-10 42 -10' 640 -5" b 38'4" b 36 -T b 34'-11' 33'-7" b 32 S' b 31'3' 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. Table 3A.1.3-130 Town & Country Industries, Inc. TO 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 2--0' 1 T-0" 1 To- I 5'-0' I Fo- I To- 1 8'-0" 1 10'-0" 1 IT-0- 1 14'-0" 1 16'-0" 1 18'-0" Hollow Beams Allowable Span'U / bending W or deflection 'd* 2" x 4" x 0.050" 11'-11' d 10'-5' d 91-6" d 8'-10- d 8'-3' d T-11" di T-W dl 6'-11' di 6'-7' dI 6'-3' Self Mating Beams Allowable Span V1 bending'b' or deflection'd' 2" x 4" x 0.045" x 0.088" 13'-3- d 11W- d I 10'-T d 9'-9" d 1 9'-2" d 8'-9' d 8'-4' dl T-9" d T-4' d 6'-11' d 6-8" d- 6'4' 2" x 5" x 0.050" x 0.116" 16'S' d 14'4' di 13'-0' d 12'-1' ell 11'4' d IU-10' d 1U4' d 9' 7' 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' di 163' d W-2' d 13'4' d 12'-8' d 12'-1" d 11'3' d 10'-7' d 1 T-1' d 9'-7' d 9'-3' d 2" x 7" x 0.055" x 0.120" 21'-11' d 1V-2" d 17'-5' d 16'-2" d 163" d 14'-6- d 13--10- d 12'-10- d 12'-1- d 11'-6- d 10'-11- d 10'-T d 0.070" x 0.224" 2T-1' d 2' 3-8 d 2 1'-0' d I T-11' d 1 '- ' 8 9 d 1 T-10" d 1T-1" d 15-10' d 14'-11' d 14'- ' d 2 1'-T 3 d 13'-0' d 2" x 9" x OA70" x 0.204" 29'-10" d 26'-0' d 23'-8' d 21'-11' d 20'-8" d 19'-8' d 18'-9' d 1T-5' d 6' 5* d 15'-7' d 14'-11' d 14'4' d 2" x 9" x 0.082" x 0.326" 31'-11' d 27"-11" d 254" d 233' d 22'-2' d 21'-0' d 20'-l' d 18'-8" d 1T-7' d 16'-8' d 16-11' d 15'4' d 2" x 10" x 0.090" x 0.374" 37'-1" d ZIT4' d 29'-5' d 2T4' d 25'-8' d 24'-5' d 23'4' d 21'-8" d 20'-5' d 1914" d 18'-6' d 1T-10' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind 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 updght to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-130 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 = Purlin Spacing 5'-0" 6.4- T-o" 8'-0' 9*-o 10%0" 11'-0" Allowable Span I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 13'-1' d 174' d 1 T-5" b 10'-8" b 10'-1- b 9'-7" bi 9'-1' b 8'-9' b 2" x 5" x 0.050" x 0.048" 16'-2- d 15'-3- d 14'-6- d 13'-9- b 12'-11- b 12'4- b 11'-9- b 11'-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 12'-11" b 2" x 7" x 0.060" x 0.060" 21'-9' d 20'-5' d 19'.5' d 18'-3" b 17'-3' b 16'4" b 16-7' b 14'-11' b 2" x 6" x 0.072" x 0.112" 2.' d 25'-2- d 23'-11' d 2T-11' d 2T-0' d 20'-11' b 1V-11' b 19'-1" b 2" x 9" x 0.072" x 0.112" 29'-5' d 27--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 29'3' d 28'-2' d 26'-11' d 25-11" d 25'-0" d 24'-l" b 23'-1" b 2" x 10" x 0.092" x 0.187" 1 3V-7- d 34'-5- d 327-8' d 31'3' d 30'-1- d 29'-0- d 28'-2' Notes: 1. Tables assume extrusion odented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 130 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 I#SF Sections Tributary Load Width 9M = Puriln Spacing X-D- I 3'-6" 4'-0" 4'-6" 1 5'-0" 1 5'-6" 1 6'-V 1 V-6 Allowable Height 'H' / bending'b' or deflection 'do 3" x 3" x 0.045" Fluted T-8' b I T-2" b 1 6'-8' b 6'4" b 5'-11' b F-8" b 1 5'-5- b 1 S-3- bl 5'-1' bl 4'-10- b 3" x 3" x 0.060" Square 9'-V b 8'-9' b 8'-2" b 7'-9' b 7'4' b 6'-11' b 1 V-8' b 1 6'-5" b 1 6'-2' b S-1 V b 3" x 3" x D.093" Square 13'-T bi IZ-7' bi 11'-10' b 11'-1' bi 10'-7' bi 10'-1' bi 7-8' bi 9'3" b 1 8'-11' b1i 8W' b 3" x 3" x 0.125" Square 16'3' bi 15'-0" bi 14'-1" bi 13'3" bi 12'-7' b 11'-11' b 11'-6' bi 11'-0' b I 10'-8" h 1 10'3' b 4" x 4" x 0.125" Square 20'-11' b 19'-5' b 1 18'-2" b 1 17'-2" b 1 16'-3' b I 1 S-6" b 14'-10' 6 I 14'3' b 1 13'-9' 6 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. J Q fn Z Z in Q a. Q CO) W ❑ Z0 W 00 � m fA } W 0 N W Z 2 Z r LL( 06 5 Z W U m LL ~} CL ❑J c� 2 IY Q M 0 ❑ N Z LL U) W Q. W CC 1- (3) =W Z pO o Z Of O N N O = H ' W m aW O F Z D W w LO CO 9 Town &Country 6005 Indicator Mark Z Z 1, o it 2 (Instructions For Permit Purposes) W LJL W Lu LL M To: Plans Examiners and Building Inspectors; OLL o LLI m m E Lu d Lu These alloy indentification marks have been provided to O contractors and yourself for permitting purposes. The details below C a *'+ ¢ d a)D; o ^. - illustrate the alloy indentification marks and the location of such marks. uJ e ° v These alloy marks are used solely for our 60D5 extrusions. It is rn C 0 ^ m ultimately the contractors responsibility that they receive and use only 6005 w (L m. 15 ^ n 0) alloy shapes when using this engineering. We are providing this v~j m r document to simplify the indentification of our 6005 alloy materials to v W -a o be used in conjuction with our 6005 engineering. _j 0) ,.2 to U A separate signed and sealed document from Town & Country in C d o 0 will be provided to our pre -approved contractors once the materials are Lu m purchased. 2 J TCI 6005 SELF -MATING ALLOY INDICATOR TO 6005 HOLLOW CATOR s W _ SHEET w Z Z w 8-130 z w 08-12-2010 OF 12 m 0 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 #ISF (65.7 #lSF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow . Load Width [ft.) Max. Span 'L'1(bending'b' or deflection'dj Load Width (fL) Max. Span'L7(bending'b' or deflection V) 182 Span 3 Span 4 Span Conti ever 1&2 Span 3 Span 4 Span Conti ever 4 5'-0' d 61-2' d 6'-4" d 0'-11' d 4 6'-11' d 8'-7' If 8'-9' d 1'-4' d 5 4'-8' d 5'-9' d 5'-10' d 0'-11' d 5 6'-6' d T-11" d F-2' d 1'-3' d 6 4'-5' d 5'-5' d 5'-6' d V-10' d 6 6'-1- d T-6- d T-8- d 1'-2- d 7 4'-2' d 5'-2' d 5'-3' d 0'-9' d 7 5'-9' d 7'-2' d 7'-4' b 1'-1' d a 3'-11' d 4'-11" d V-0' If CIA" d 8 SS" , 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'-0" d 6'4- d 6'S' b 1'-T d 10 3'-8' d 4'-T d 4.7- b 0'-8' d' 10 5'-2' d 6'-0' b 6-1' b 0'-11" It 11 3'-7- d 4'-5' d 4'-4" b 0'-W d 11 1 4'-11' d 6'0' b 5'-10' 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 0'-11' d 2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (tL) Max. Span'L'1(bending'b' or deflection'dl Load Width (ft) Max. Span WI(banding V or deflection'dj 1&2 Span 1 3 Span 1 4 Span CaM anver 182 Span 3 Span 4 Span raM x. or '- x L-- x u.u4o-- "ollow Load I Max. Span'L'1(bending'b' or deflection Width (fL) I 1&2 Span 3 Span I 4 Span rnMa Notes: .1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection tp'the above spans for total beam spans. '2. `Spans may be interpolated. 'Table 3A.1.3-140 Town & Country Industries, Inc. >TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr x c"mnriwind nnef.f 1An.1Ai MPH -Inn dnslnn Inad of 17 n MAP Tributary Load Width T-0" 1 T-0' 1 4'-0" 1 5'-0" 1 6'-0" 1 7*-0" 1 8'-0" 1 10'-0' 1 12'-0' 1 14'-0' 1 16'-0' 1 18--0" Hollow Beams Allowable Span'L' / bending W or deflection'd' 2".x 4" z 0.050" 11'-T 111 10'-0' di 9-1" d I 8'S" dl T-11" c1 T-7" d T-3' 116'-8' di 6-4' di 5-11' 11S-9- di 6-5- b Self Mating Beams Allowable Span 'L' / bending'b' or deflection *d' 2" x 4" x 0.045" x 0.088" 17.9' d 11'-1' d 10'-1' d 9'-5' d 8'-1 V d 8'5" d 8'-0' 11 T-S d T-0' d 6'-8' d 64" bj V-11" b 2' x 5' x 0.050" x 0.116" 15-9" d 13'-9' d 17-6' d 11'-7" d 10'-11' d 10'4' d 9'-11' d T-2' d 8'-8' d 8'-3" d T-10' It I T-7" d Y x 6" x 0.050" x 0.120" 18'-5' d 15-l' d 14'-B' d 13'-7' d 17-9" d 12'-2' d 11'-7' d 10'-9' d 10'-2' d 91-8" d 9'-3" ci 8'-9' ' 2" x 7" x 0.055" x 0.120' 21'-1' d 18'5' d 16'-9' d 15-6' d 14'-7' d 13'-11" It 1T-3' d 17-0' d IV-7- d 11' -W d 1 O' 7- d 10'-2d 2" x 8" x 0.07O' x 0.224" 25-11" d 27-6' d 20'-8' d 19'-2' d 18'-0" d 1 T-1' d 1 V-4" d 15-2' d 14'-4" d 13'-7' d 12'-11' d 1 Z-6" d 2" x 9" x 0.070" x 0.204' 28'-T d 24'-11' d 27-0' d 21'-1' d 19'-10' d 1 B'-10' d 18'-0' d 16'-9' d 15'-9' d 14'-11' d 14'4' d 13.9- d 2" x 9" x 0.082" x 0.326" 30'-8' d 26'-9" d 24'4' It 27-7' d 21'-0' d 20'-2" d 19'-0" It 1T-11' d 16'-10' d 16'-0" d 15'-4' d 14'-9" d 2" x 10" x 0.090' x 0.374" 36-T d 31'-0' d 28'-2' d 26'-2" d 24'-8' d 2T5" d 22'-5" d 20'-9' d 19W, d 18'-7' d 1 T-9" d 1T-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 upright to center of brace to beam connection to the above spare 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 Fnr 9 e"nnnd wind n„�f a1 �An fAOY....,..-,w.. ....,-" w..-I..n Ind ..r "•i n u,c� Self Mating Sections Tributary Load Width W = Purlin Spacing -7-0"1 5'-0" 1 6'-0" 1 Il 1 9'-0' 1 10'-0" 1 11'-0' 1T-0" Allowable Span'L- / bending 'D' or deflection'd' 2" x 4" x 0.046" x 0.050" 12'-7- d 11'-7- b 1 10'-9- D I 10'-1' b 1 9'.6' b 8'-11' b 8'-7- in 8'-2- b 2" x 5' x 0.050" x 0.048" 15'-6' d 14'-T d 13'-10' b 12'-11' h 12'-2' b 11'-7' b 11'-0- b 10'-7- b 2' x 6" x 0.050" x 0.060" 18'-3' d 17, b 15-10' b 14-10' b IT-1 I" 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 1 18'-4- b I 1T-2- b 16.2" b 157 b 14'-8- b 14'-0- b 2" x 8" x 0.072" x 0.112" 25'-B' d 24'--2' d 22'-11' d 21'-11' d 20'-9' b 19'-8' b 1&-9" b 1 T-11' b 2" 0.072" x 0.112" 28'-3' d 26'-T d 25-3" d 23'-11' b 27-T b 21' 5' b 2D'-S b 1T-6- b 2" x 9" x 0.082" x 0.153" 30.3- d 28'S' d 2T-1- d I 25'-10' d 24'-10" d 23'-9' b 22'-W b 21'-8- b 2" x 10" x 0.092" x 0.187- 35'-1- d 37-0- d 31'-V d 30'-0' d 28'-10' d I 2T-10- d 26-10- b 25--8- b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2140 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Sections Tributary Load Width '1M=Members acln T-0' T-6" 4--0" 4'-6" 5'-0" 5'-6" 6'-0" 6'-6" 7'•0" T-6" owab a Helaht 'N I bendin ' or deflect on'd 2' x 2" x 0.044" Hollow 6'-9" b 1 6'-3' b S-10' b 5'-6' b 1 5'-3' b 4'-11' b 1 4'-9' b 4.7- b 1 4'-5- D 4'-3- b 3" x 2" x 0.045" Hollow T-4" b1 6'-9' b 6'-0' It 5'-11" b I "' b I 5'-5' h1 5'-2' b 4'-11" b 4'-10' b 4'-8° b 2"x3"x 0.045 Hollow 8-4" b 7'-9' b 7-3 b 6-10 b 6-5- b 6-2' 6-11" b 5-B' b 5'-5' 5J" b 2' x 3" x 0.060" Hollow 10'-6" b 1 9'-9° b 9'-1" b 8'-7' b B'-2' to 7'-9' b 1 7'-5" b T-2' b F-1 V b 6'-8" b 2- x 4" x 0.050" Hollow 10'-l' h 9'-0' b 8'-9- b 8.3- b 7'-10- b 7'S' b 7'-1' b 6'-10' b 6'-7' b 6'-0' b 2" x 5" x 0.062" Hollow 14'-8' b 13'-T b 17-9' b 1 T-11' b 11'-4' b 10'-10' b 10'-0- b 9'-11- b 9'-7" b 9'•3- b 2- x 4" x 0.046 x 0.100' S.M.B. 12-4' b 11'-5- b 10 -8' 10-1' b 9'-7' b 9'-2' b1 8'-9' b 6'-5" b 8'-1' 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 1 V-6' b 10-11' b 10'S' b 10.1' b 9'-9" b 2" x 6" x 0.050- x 0.120" S.M.B. 1 T-3- b 15'-11- b 4'-11- b 14'-1- D 13'-4- b 12'-9' b 12'-2' b 11'-8" b 11'-3' b 2" x 7" x 0.055" x 0.120 S.M.B. 20-w b 19'-1" b 17-10 b 16'-10' h 15-11" 15'J' 14-7' b 14'-0' b 13'S" b 2" x 8" x 0.072" x 0.224" S.M.B. 25'-0' b 23'-5' b 21'-11" b 20'-8' b 19'-7' 6 18'-8' b 17'-71' b 17'-2' b 16'-7' D d2b 2" x 9- x 0.072- x 0.224" S.M.B. 29'-3' b 2T-1- b 25'•4" b 23'-11" b 22'-0- b 21'-8' b N;-8 b 19'-1, b 1912' b 2' x 9" x 0.082" x 0.3 0" S.M.B. 32'-8' b 30'-3° b 28'-0' b 26'-8' b 25'-0" b 24'-2' b 23'-1- b 22'-2' b 21'-5' b 2"x 10"x0.092"tt 0.369' S.M.B. 45-10' 42'-5' b 39-B' 37-5' 35-6- b 33-10" b 3 -5' b 31'-1- b 29'-11' 1.-Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 Fer 3 crcnnd wind nt,cf at id11.1 R� MPH v"InniN• nctnn dnelnn Inad of 9� n Pelee Sections Tributary Load Width'IM = Purlin Spacing T-0" T-6' 4'-0" 4'•b' S'-0" S-6' 6'-0" 6'-6" 7'-0" 7'-6" Allowable Height 'H' / bending'b' or deflection W 3' x 3" x 0.045" Fluted T-2' b 1 6-7- b I 6'-2" II 5'-10' 11 5'-6' bi V-3" bj S-1' bi 4'-10" b 4'-8' b 4'-6- b 3" x 3" x O.D60" Square 8'-9" b B'-1" b 1 1 T-7- b 1 T-2- b 1 6'-10- b 1 W-6- b 1 6'-2- b 5--11- bi 5'-9- b 5-7- b 3" x 3" x 0.093" Square 12'-7' b 11--8- b I 10--11- b 10'-0' bj 9'-9" bi 9'-4' h I 8'-11' b 1 8' 7' b 1 8'-3' b T-11" b 3" x 3" x 0.125" Square 15'-0' bI 13'-11' b 13'-0' bi 12'-3" 111 11'-8" 111 11--1- bl 10--8- bI 10'J' bi 9'-10- b 9'-6- b 4' x 4" x 0.125" Square 19'-5' b I 1 T-11' b 1 16-10' b 15'-10' b I 15'-1' b 1 14'-4" b 1 13'-9' b 1 13'-2" b 1 12'-9' b 12'-4' 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 maybe 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 I . 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 Q0 a 20 m CO >- W Q Z 0 2 _U J � U } a U U) Z Q g W th W _Z It U O U U J W a co ,Itto (� (0 n CO rn LL WLL W Z c to Lu O LL ma ¢ 0 v m � jli� 3 o 33 a) j o to Ld ro oRt - , to -- a m Z O C ❑ ui w a 0 o W N lL Z F W Z m W to n .Wu U Q. W =) Ir rn 0 3 o N IL O W Z ❑ O Ow U � Z Z ❑ W a m a ce O w U. H o ~ N j 1 0 ri l ( Of /, f. G cc z .s_ W SHEET z 121) to 8-140 Z W m 12 08-12-2010 OF 0 REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME /STALL NEW 48" OR 60" UGER ANCHOR PER RULE iC @ EACH NEW PIER. ISTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" "REMOVE VINYL SIDING AND '.SOFFIT ON THE WALL AND .!NSTALL 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"'12 BOLT @ 3T O.C. TYPE III FOOTING OR 16" x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE 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" =1'-(r INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' " LOAD WIDTH IS 112 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16" TO 24--MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0" Table 3A3 Schedule of Post to Beam Size #Thru-Bola Minimum Posr r W2M may be used as minimum knee brace Knee Knee Brace Min. Len th Max Len th 2' x T V4- 2'-0- 2' x T 1'4' 2'-0- 2' x 2- 1'4' Z-0' 2•x3- 1'6' 2'-6' 2' x 4• 1'-6' 3'-0' STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind Zone #/ Sq. Ft 1 x I Post Ancho @ 48" O.C. Stud' Anchors 100-123 +10 -14 1'-0" ABU 44 SP1 @32"O.C. 130 -14G-1 + 30 -17 V-0' I ABU 44 SP1 @ 32° O.C. 14G-2 -150 + 30 - 20 1 11-3° 1 ABU 44 1 SPH4 @ 48" O.C. Maximum 1S' projection from host structure. For stud walls use 12' 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+12') SMS #10 x (T+1/2') SMS #10 x (r+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 @ 1T O.C. 1 @ 8- O.C. 1 @ 6- O.C. 1/4' x 1-112" lag 1W x 1-12' iag 3/8' x 1-1/27 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 92 pine or p.tp. framing 10 24" O.C. 2 @ 24" O.C. 2 @ 24" O.C. 1/4' x 1-1/2" Tapoon 1/4' x 1-12" Tapcon 3/8" x 1-1/2" Tapcon Recceving 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 recelving channel and receiving channel and 2,500 psi concrete 1 @ 32" O.C. 1 @ 24" O.C.. 2 @ 24" O.C. . Receiving channel to uprights; #8 x 3/4' SMS #10 x 3/4" SMS #14 x 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 1-1/2' lag 1/4' x 1-1/2' lag 318" x 1-12' lag wood beam, host structure, deck 1 @ 6' from each end 1 @ 4" from each end 1 @ 3" from each end or Infill connections to wood of component and of component and of component and 1 @ 30" O.C. 1 @ 18" O.C. 1 @ 21" O.C. Receiving channel to existing 114" x 1-3/4' Tapmn 1/4" x 1-12" Tapcon 3/8" x 1-11T Tapcon concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4" from each end 1 @ 3" from each end slab, foundation, host structure, of component and of component and of component and or intill connected to concrete. 1 @ 48' O.C. 1 @ 24" O.C. 1 @ 24" O.C. 1 @ 6' from each end 1 @ 4° from each 1 @ 3" from each Roof Panel to top of wall of component end of component end of component &1@12"O.C. &1@8.O.C. &1@6"O.C. a. To wood #10 x'r+1-12' #cox"r+1-12' #10 x'r+1-12' b. To 0.05"aluminum #10 x'r+112' - #10x"r+1/2' #10x"r+112" 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 T, and 10' wall height There is no restriction an room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at the required spacing. 3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for'C' exposure by O.M. 4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for'C' exposure by 0.83. 5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-112' 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 / Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x EmbedmentR4S8#r2O-SF Number of Anchors 2 3 4 1/4" x 1" SF 528#/22SF 792#/33SF 1056#/44SF 114" x 1-1/2" -SF 792#03-SF 1188#/50SF 1584#/66SF 114" x 2-1/2" SF 1320#/55SF 1980#/83SF 2640#/110SF 5116" x 1" SF 624#/26-SF 936i#39SF 1248#/52SF 5/16" x 14/2" 936#/39SF 1404#/59SF 1672#178SF 5116"x2-1/2" SF 1560#/65SF 23401N98SF 3120#/130SF 318" x 1" 356#/15SF 712#J30-SF 1068#/45SF 1424#/59SF 316'x t--i2" 534#122SF 1G68#/45SF 1602#/67SF 2136ifJ89-SF 318"x2-112" 890#/375F 1780#1/4-SF 2670#/111SF 356Q#/148SF Note: 1. Anchor must embed a minimum of Y into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 110 26A 1.01 120 27.4 1.00 --123 ---28.9 - 0.97 130 32.2 0.92 140.1 37.3 0.86 140.2 1 37.3 0.86 150 1 42.8 0.80 Allowable Load Coverslon Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Tension Multipliers Shear 12d 1.10 1s?7 lid 1.07 10d 1.03 9d 1.00 8d 0.98 0.90 rO.72 7d 0.96, Y 6d 0.91 Sri 0.8&s Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between 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 raw[ may be substituted. f S. Anchors receiving loads perpendicular to the diameter are in tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load. For a 2" x T beam with: spacing = T-0" O.C.; allowed span = 25'-9" (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 112(25.75') x T x 7#/ Sq. FL] /ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.8759/300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable loads for 2.500 p.s.L concrete. 'IW 0 u- J Q 2 0 Q ZD CO U) � (7 W JLU O CO)O LU ad U) U -i IY H } < 0 U W U I"- ¢ M Q Z Z Z W O Q Zv LU U) U) J Q !7 !'1 Ul a z W- W 08-12-2010 1 OF 12 I o ' ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live 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 8 ceilings of composite panels may have 112" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10.Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A 8 B, 4 8 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon 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 8221 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 wl protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not. be used. ROOF PANELS DESIGN STATEMENT: The'roof systems are main force resisting systems and components and cladding in conformance with the:2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5. Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0 to 20";;I = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen:Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are -0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5 Analytical Procedure for lass and modular rooms. YB 9 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C..I Exposure "B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0-15 121 0.91 0.94 1A7 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 0.91 1.60 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 �I �i 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 Io 'k- 12.00" - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0" >�T w > 1 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = V-0" ALUMINUM SKIN TABLES Open Structures Mono Sloped 1= 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpI=0.00 Zone loads reduced by 25% Screen Rooms 8 Attached Covers 1= 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpI-0.00 Zone Glass & Modular Enclosed Rooms 8 Roof Overs 1=1.00 KCpi=0.1B Zone Overhang / Cantilever All Rooms - 1=1.00 KCpf=0.18 Zone Basic Wlnd Pressure Effective 50 20 Area 10 Basle Wlnd 1 Pressure Effective 5o 20 Area 10 Basic Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective 50 20 Area 10 100 MPH 13 13 16 1 25 1 17 20 23 1 26 17 23 27 1 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 1 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 26 32 35 23 34 41 45 23 41 57 69 130 MPH. 20 20 23 29 35 39 26 38 45 51 26 46 64 77 141-1 MPH 23 23 27 t3130 34 40 46 30 44 53 59 30 53 74 89 H3'23 27 34 40 46 30 44 53 59 30 54 74150 MPH 26' 26 32 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 "c- ........................ J SIDE CONNECTIONS VARY w a o (DO NOT AFFECT SPANS) ........................ 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = 1'-0" PRIMARY CONNECTION: (3) #_' SCREWS PER PAN WITH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4" S.M.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 1-112" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = 1'-0" ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0' SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # ' x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2' x 1/8" x 11-1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL #__' x 112" 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 112"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 tl ' x 11T S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 6" x T x 6' 0.024" MIN. BREAK FORMED FLASHING (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA PA N ROOF PANEL LU Zil a w o _F POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" =1'-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. Z U z Q U) Q LU C o Z fn W o nO (nZ N O LU U z _I Wz (0 °tSZ W � a LU cc O cc H U to U O W S J } Z � o L) U � �Q O U Q W tL Z v r, 1--O U) Z W 0 X z o W � W U W Z m Z IX Z W o LL O I.- o Q O U) o N (O 19 u' (� co n Z N cc", � LL W ILE 2 m #6 �ff W rnx 2 m to L O LL n o v m ill EL C ui � J o in cD a LLJ co xL m J U > Cp U a J F.. i v v V,. w SEA K W SHEET z 0 a z w 10A Z w m 08-12-2010 OF 12 p 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. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: #14 x 1-1/2" SILS. OR WOW #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 SCALE: 2" = 1'-0" #14 x 1/2" WAFER HEADED v S.M.S. SPACED @ 12" O.C. -/////.I FLOOR PANEL SCALE: 2' = ' WOOD STRUCTURES ONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF Tkff ROOF PANEL FROM THE HOST STRUCTURE. -ANCHORS BASED ON 120 MPH WIND VELOCITY lCONVERSION: EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL I:16311 &11:11101 111:7:� REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE #8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE LL 0 Z (L _� Q pw 0 1-1/2" x 1l8" x l l-1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 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" = V-0" EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN z 1" FASCIA (MIN.) k #10 x 1-1/2" S.M.S. @ 16" O.C. w a. 0.040" ANGLE W/ #8 x 1/2" x S.M.S. @ 4" O.C. 0 COMPOSITE ROOF PANEL 7 � rn w ic ALTERNATE ROOF PANEL TO WALL DETAIL ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SHEET SCALE: 2" = 1'-0" � ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = V-0" m S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH p 0 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. y PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. 08-12-2010 OF 12 w m O O z K w HEADER (SEE NOTE BELOW) w z #8 x (d+1/2") S.M.S. @ 8" O.C. L9 ' w FOR MASONRY USE"') m � 0 1/4' x 1-1/4" MASONRY p ANCHOR OR EQUAL'' @ 24' O.C.FOR WOOS USE � � #10 x 1-1/2" S.M.S. OR WOOD CT 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' w SCREW #10 x (T + 112") W/ 1-1/4' FENDER WASHER ' FOR FASTENING TOALUMINUM USE TRUFAST POST AND BEAM PER HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l'-0' INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 6" #8 x l/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 10" '"COMPOSITE ROOF PANEL (SEE SPAN TABLE) STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ l" 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 7::7BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = V-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" .03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF, THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN #8 x 3/4" SCREWS @ 16" O.C. 1 #8 x 1/2' SCREWS @ EACH RIB ROOF PANEL za dd---- <w 1-1/2" x 1/8' x 11-112" PLATE OF 6063 T-5, 3003 H-14 OR 50U 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. di y o z j e o x am 2 U c] �E N N 6 a W � E z Q m ¢ m o0 � LL z 6 3� $s J O Q I- z cCl) w o w LL Q G J 2O z Q H N i z z Ve W w Z m J 0 w Li LLJz O _ IL v Z L) w 0s w ; w g 0 I— O U w p Z o _1 U w H Q Z U z tp z a a w LL w O m Z z_ � O o � 0 � D J i LL w F a N D co co n m J M LL W LL w CD a E aul O LL 6 o m o. r- (3) � o Lll � o�L N m c a � 0 L n 3 m m F 0 0 rn rn C9 z w w w z C9 z w W z z w m O� u CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF (SPAN PER TABLES) #8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER wII w < II z O H 2w m O _ (If a IIA EXISTING TRUSSES OR RAFTERS A B II II B 'f\ II HOST STRUCTURE I_ FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM (SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W / VARIES — A ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION #ax"r+COMPOSITE2" #8 x "t" +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = l'-0" 2" X 2" x 0.044" HOLLOW EXT. 5/16'0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("t" + 314") AT 8" 'O.C:'FOR UP TO 130 MPH WIND SPEED'D' EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150'MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" = l'-0" COMPOSITE PANEL V x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE (2) 3/8" x 3" LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT AGAINST EXISTING ROOF 0.024" FLASHING UNDER EXISTING AND NEW SHINGLES FASTENERS PER TABLE 38-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND (8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 112" OR 7/16' POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 114" =1'-0" A - A - SECTION VIEW SCALE: 1/2" = 1'-0" B - B - ELEVATION VIEW SCALE: 1/2" = l'-W B - B - PLAN VIEW SCALE: 1/2" = V-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4" x 4' THROUGH BOLTS (TYPICAL) TRUSSES OR RAFTERS (2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050' ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2' LAG SCREWS AND (2) 1/4" x 4' THROUGH BOLTS (TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING T SCALE: 2" = 1'-0" O WOOD USE TRUFAST SD x Cr + 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' = V-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER #10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL (MIN. SLOPE 1/4": l') (3) #8 x 3/4" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" =1'-0" EXISTING FASCIA EXISTING TRUSS OR RAFTER PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE SEALANT #10 x 2" S.M.S. @ 12" O.C. 1/2" 0 SCH. 40 PVC FERRULE SEALANT _ _ (1) # 8 x 3/4"PER PAN RIB"- 4� PE CAULK EXPOSED SCREW - Y HEADS EXTRUDED OR 3 PAN ROOF PANEL 1/4" x 8' LAG SCREW (1) PER SUPER GUTTER (MIN. SLOPE 1/4" : 1') TRUSS /RAFTER TAIL AND 3" HEADER EXTRUSION 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL V 3) BETWEEN RAFTER TAILS #8x 11T S.M.S. EACH PANEL SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = V-0" 0 z 2 w a 0Y 0 O > w m 0 F U' z w w z O z w . w 1 O 0 l LL rnm z2 LL O J Q Z CA Q 2 U) 2 O orf W .J 0 W Z O � F- W C-5 w U Z Z V } O W J ~ Q Z Z IL W W of 0 C7 J a NT m c CO LL W - !a WLL_ W U x E D W `� LL O v v m a) >a� �o C U, 4) 5 CD in pcLL rn a x r m IL d U SHEET m 10C 12 08-12-2010 OF O z It w w z 0 w ul w z z w m L iv u BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT BEHIND DRIP EDGE #10 x 4" S.M.S. W/ 1-1/2'0 FENDER WASHER @ 12- O.C. CAULK SCREW HEADS & EXISTING TRUSS OR RAFTER WASHERS SEALANT CAULK EXPOSED SCREW #10 x 2" S.M.S. @ 24" O.C. HEADS 3" COMPOSITE ROOF PANEL 114" x 8" LAG SCREW (1) PER (MIN. SLOPE 1/4": l') TRUSS I RAFTER TAIL 1/2" ID SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = l'-0" OPTION 1: 2" x _ x 0.050' STRAP @ EACH COMPOSITE SEAM AND 112 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS (3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT #10 x 2" S.M.S. @ 24" O.C. ;it:•;;:: 3" COMPOSITE ROOF PANEL (MIN. SLOPE 1/4': l') EXTRUDED OR EX)STING TRUSS OR RAFTER SUPER GUTTER aq I 3" HEADER EXTRUSION FASTEN TO PANEL W/ #8 x 112" 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: T = l'-0" GUTTER BRACE @ 2'-0" O/C CAULK SLOPE I N .{i:•r:i:c:{. .............................. COMPOSITE ROOF J /rT SUPER OR rSOFFIT HEADER —� EXTRUDED CAULK GUTTER 2" x 9" BEAM i (2) #10 x 1/2" S.M.S. @ 16" O/C 2' 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" =1'-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF FASCIA COVERS PAN & SEAM OF PAN & ROOF 3/8' x 3-1/2" LOWER 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 3/8' x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = T-0" FLASHING 0.024" OR 26 GA. GALV. T x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2.3/8' LAG SCREWS @ EACH ANGLE MIN. T x 3" x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE �-A� B I 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 1-0/4' x 1-3/4" x 118" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: T = V-0" 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" = V-0" RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL WHEN FASTENING TO SCALE: 2' = V-0" ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED ................. EXPOSURE "D' :::::::.: •.:�:.:�: CAULK ALL EXPOSED SCREW COMPOSITE ROOFS: #10 x (t + 1/2') S.M.S. W/ 1-1/4"0 FENDER WASHERS @ 12- O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24- O.C. @ NON -BEARING ELEMENT (SIDE 3 BEAM FASTENING SCALE: 2" =1'-0" SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION 0 z_ I- w a 0- PAN OR COMPOSITE ROOF w PANEL 0 #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM > w m O z z FOR PAN ROOFS. w (3) EACH #8 x 1/2" LONG S.M.S. z , PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER w 0 ROOF PANEL s (PER TABLES SECTION 7) SUPPORTING BEAM (PER TABLES) 4 it LLQ 0 o° � LL �j fEx 30 83 J a 20 -' O a 0 � W J 0 w cl Z O N U W 05 w () Z (` -1 O U >- L) J Imo.. Q Z to Z a 2 w LL w U J a `NV `n CO 19 (O � m ._I W M V LL W LL W 2 x E 0 uj a O LL a ¢ 0 v m 41 C a C U m n 0) ' o co m a LLI OxL m C U 2T � N � I - z K w Lu SHEET z V w w U) 10LLI D m, 08-12-2010 OF 12 @ 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" x 3" x 3" POST OR SIMILAR #10 x 4" S.M.S. W/ 1/4 x 1-1/2" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT #8 x 9/16' TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS (3) 1/4"0 THRU-BOLTS (TYP.) #8 x 9/16' TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM R POST DETAIL SCALE: 2" = T-0' 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP FASTENING OF COMPOSITE ... PANEL' VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION #8 x 9/16" TEK SCREW @ 8" ROOF PANEL 2" x _ SELF MATING BEAM #5 REB;AR IMBEDDED IN TOP •OF.CONCRETE COLUMN (BY OTHERS) CAULK ALL EXPOSED SCREW HEADS AND WASHERS 118' WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("T"+ 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2" = T-0" 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET i TYPICAL INSULATED PANEL SCALE: 2" = T-0" #8 x 1/2' CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 112" 0 WASHER. NOTES: 1. INSTALL RIGID FOAM INSULATION INTOALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12' ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL. COVERED AREA TAB AREA 3/8' TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-112 : 12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE*. APPLY ADHESIVE IN A CONTINUOUS BEAD 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. :9180q TX�71 1�1 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 o SUBSEQUENT ROWS 0 31W 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 SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEALw 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL ` 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16- O.C. AND 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. d � h O z a c x am h Z � n m m o .5 Q z 0 g ~ to�o t o0 � LL z< za �cc 30 Sg J Q O E Z (cc/) 0 Q C -I �O . N Z 0 Q H U' W to z J p w 0 _Z O W IL N 0 W °6 w :3 m Z J 0 F- O U V w o = U W F Q Z v z c') Z a LU p to Z IY O � o it O J Q LL o N C 9 m� Z N z LL W aL " LLI z uj m X 8 a O w w O K v m C It o C U m ~ (D Z) o co W c LL( -a o a7 0 op O H � J m 7k 0 > m O C O Z f0 O d o a Lu w ,z m 0] F ~z , w LL cy 7�0 / SEAL SHEET v u) 08-12-20 0 10E OF 12 O z w w z 0 z w w z w m Table 7.1.1 Allowable Spans and Design / Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind DP.. Structures no-SlopedMoRoof Screen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MP 1&2 s annoad' 3 s annoad' 4 s annoad' 182 s annoad• 3 s annoad' 4 s annoad• 182 s annoad' 3 I s annoad' 4 I s annoad' All Roofs 100 4'-`!T 25 5-11' 25 6'-1' 25 4'-9" 26 5-11' 25 S-0' 26 4'-W 30 5--T 3D 5'-9' 30 V-t0' 45 110 5'-3' 20 6'S' 20 6'-T 20 4'S' 2B 5'-9' 28 5'-10' 28 4'-3' 36 5'.4' 36 F-5' 35 1'-9" 55 120 6-2' 23 6--Y 23 S4' 23 4'-5' 33 5'S' 33 5'-7' 33 43 5'-1' 43 T.8' 65 123 4'-1V 24 6'-1' 24 6'-2' 24 4'4' 35 5'4' 35 5'-5' 45 4'-11' 45 V-T 69 130 4'S' 27 5-10' 27 5'-11' 27 4'-2' 39 5'-2' 39 5'-3' 39 3'-10' S1 4'S' S1 4'-10. 51 T-7' 77 140.1 4'S' 31 5'-7- 31 5'-8' 37 1- 46 4'-10' 46 4'-11' 46 3'-10' S1 4'-B' S7 4'-10' S7 1'S' 89 140-2 4'S' 31 S-7' 31 5'S' 37 3'-11' 46 4'-17' S9 1'-6' 89 150 4'-3' 36 5'-3' 36 5'S' 36 3'-9. 52 4'-8' S2 4'•9' S2 3'-5' 68 4'-3' tiff 4'-4' 68 1'-5' 102 Wind -Open Structures no-SlopedMoRoof Screen Roo" 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zane MP H 183 s annoad' 7 s annoad• 4 s annoad• 182 s -Moad• 3 s -Mead• 4 s -Moad• 1&2 s annoad' 3 spa 4 Spann All Roofs 100 6'-0' 25 6'S' 25 SS' 25 5'-1' 26 fi'-4' 25 6'-5' 2fi 4'-10' 30 6'-0' 30 6'-2' 30 1- 1' 45 110 5'-11' 20 6'-11' 20 7'-1' 20 4'-17' 28 6'•T 28 S-3' 28 4'-7- 36 5'S' 36 '-9' 36 1'-70' 55 120 5'-7' 23 6'-7' 23 6'-9' 23 4'-9' 33 5'-10' 33 5'-71' 33 4'-4' 43 5'-4' 43 5'-5' 43 7'-9' 6 123 SS' 246' 4'S- 3 5'-9' 35 &-10' 35 4'-3' 45 5'-3' 45 5'-0' 45 7'-9' 69 130 5'4' 27 6'-3' 27 6'4' 27 4'-5' 39 5'S' 39 &-7' 39 4'-1' S1 W-U S1 77 140-1 5'-0" 31 5'-11' 31 6'-7' 37 4'3' 4fi V-3' 46 5'4' 46 4'-1' S1 S-0' S1 5'-Z' S1 1'-7' 89 140-2 S-0' 31 5'-17' 31 6'-Y 31 4'3' 46 5'-3' 46 5'4' 46 3'-17' S9 4'-10' S9 4'-11' S9 1'-7- 89 150 0'-9' 36 5'S' 36 5'-9' 36 4'•1' S2 5'-0' 52 5'-1' S2 3'S' 68 4'-7' 68 4'S" 68 1'S' 102 Wind Open Structures MonoSto ed Roof 8 Screen Rooms Attached Covers Glass a Modular Rooms Enclosed Overhang Cantilever Zone MPH 1&2 s annoad' 3 s annoad' 4 s annoad' 182 s ann mr 3 I s lino.. 4 ' s annoad' 1&2 s annoad• 3 s aNload• 4 s annoad• All Roofs 100 T-1' 25 7'S' 25 7'S' 16 5'-11' 26 7'•5' 26 TS' 26 5'S' 30 T-7" 30 T-2' 30 110 6'-11- 20 8'-Y 20 B'4 17 5'-10' 28 7'-2' 2B T-4' 28 5'4' 36 I'll' 36 6'-9' 36 2'-2' S5 12 6-5' 23 7'-9' 23 T-11' 2g 5-6 33 6-10' 33 6'-11' 33 5-1' 43 6-3' 4343 -1' 65 1233 6'S' 24 T-T 24 7-9' 21 SS' 35 6S 35 6'-10' 35 4-11' 45 6'-2' 45 6'3' 45 130 6'-2- 27 74' 27 7.5' 23 V-3' 39 6.5 39 -T 39 4-9 51 5-1r 51 6-0 L0, 51 1-11' 77 40- 5-11' 31 -11' 31 7'-Y 31 4'-11' 46 T-1 46 6'-3' 46 4'- 51 5-11' S S1 1-10" 09 140-2 5-11' 31 6.11' 31 7'-Y 31 4'-11' 46 6-1' 46 63' 46 4-T 59 5'- 59 5-9 59 1-10' 89 150 5'-7' 36 V-8m 36 6'-9' 36 4'-9' 52 5'-10' S2 5'-11' S2 4'4' 68 5'4' 65 &-6' 68 1'-9' 102 Note: Total roof panel width =room vddm +wall widin 4 overhang. -uesgn or applied road eased on we aneawe area or me panel Table 7.1.2 .Allowable Spans and Design I Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads '1-1/2- x 12-x 0.024" 2 or 5 Rib Riser Panels Aluminum AlloV 3105 H-14 or H-25 ' AVind Open Structures MonoSlo ed Roof a Screen Rooms Scre Attached Covers Glass & Modular Rooms Enclosed Overhang g Cantilever ;2oi1e PH 1&2 s annoad' 3 spa do 4 s annoad• 782 Spann act* 3 s annoad• 4 s annoad' 1&2 s annoad• 3 s annoad' 4 s annoad• All ' Roofs 100KV2 7'-1' 25 7'-Y 76 5'-7- 26 6'-11' 26 T-1' 26 54' 30 6'-T 30 S-9' 30 2'-2' 45 11017S'28 6'•9' 28 6'-11' 26 S-1' 36 6-3' 36 64' 36 2'-r55 .1203063$ TS' S-2- 33 6'-Y 33 V-7' 33 4'-9' 43 5'-71' 43 S-11' 43 1'-11' 65 123 7'4' 35 6'4' 35 S-5' 35 4'S' 45 5'-9' 45 5'-11' 45 1'-11' 69 '43074'-11' 39 6-1' 39 6'-2' 39 4'S' S1 5'-T 51 5'S' S1 R70' 77 140.1146 L23 5'•9' 4fi 5'-10' 46 4S' 51 5'-T 51 5'S' S1 1'-9' 89140.21SS'46 5'•9' 4fi 5'-10' S9 5'-5' S96 6'4' F6, S2 5'-6' S2 5'S' S2 4'-1' 68 5'-1' 68 5'•Y 68 1'S' 102 Wind Open Stmctums Mono -Sloped Roof &Attached Screen Rooms Covers Glass& Modular Rooms _ Enclosed Overhang Cantilever Zone MPH 1&2 s annoad' 3 sDOnnoad• 4 So. 782 s annoad• 3 s annoad' 4 s -Moad• 782 s annoad• 3 s annoad• 4 s -Moad• All Roofs 100 S-2' 25 T-T 25 TA' 16 6'-1. 26 TS' 26 TS' 26 N-9' 30 T-2' 30 T3' 30 2S5 4 110 6'S' 20 8'3' 17 B'S' 17 5-11' 28 TS' 28 5'-5' 36 6'-9' 36 6'-70' 36 73- 55 20 6'4" 23 T-10' 20 8'-0' 20 5'-7' 33 T- ' 33 S-Y 43 6'4' 43 6' 6 43 7-1' 65 23 6'-3' 24 7'-9' 21 7'-10' 21 35'-1' 5'-0' 456'3- 45 6'4' 45 2'-1'691305-11' 27 7'S' 23 7'-T 23 5'4' h S'4'-10' S15'-11' S1 S-1' S1 1'-11' 77 140- 5'-9" 31 T-1' 3 T3' 31 5'-0' 46 6'4' 46 4'-10" 1 5- S1 S-1' S 1'- 1' 89 140.2 5'-9• 31 T-1' 31 73 31 S-0' S4' 45 4'-T 59 5'S' S9 36 6-9 36 6-1C 36 4-1Y S2 6-1 52 4-5 68 5-5' 68 5-7' 68 t-10" 102 Wind Open tmcmres ManoSlo ed Roof Screen Rooms 8 Attached Covens Glass & Modular Rooms Enclosed OverhaI Cantile Zone MPH 1&2- s annoad' 3 s annoad' 4 s annoad• 1&2 s annoad• 3 s annoad• 4 Spann oad' 182 spa nnoad' 3 spa oad' 4 s annoad' All Roof 10 fi 1 - 16 T-1' 26 8.9 2fi 8-11 26 6'-9' 3 B'4 30 BS' 30 7-0' 11 7.10 2 9 1767 1 S 17 61 28120 TS' 23 9'-Y 20 9'4' 2D S-7' 33 B-1' 33 8'3' 33 5'-11' 43 T-S 43 T-7' 43 7S- 1 -3 T-3' 24 9'-0' 21 9'-Y 21 SS' 35 T-11' 35 B'-1' 35 5-17' 45 7'-3' 45 TS' 45 7S' 130 6'-17' 27 8'S' 23 B'-10' 23 S-Y 39 TS" 39 T•10' 39 S-8' S7 6'-71' 51 T-Y 51 74' 140-1 6'S' 31 83' 27 8'-S 27 5'-10' 4646 5.1 S1 6'-11- 57 T-Y 51 7J' 140.2 6'S' 31 8'3' 27 B'-5' 27 5'-1g- 46 7'-3' 46 TS' 46 5'-5' S9 6-4 59 6'-10' S9 7-3 S4' 36T-1ir 32 -0 32 5-T 52 6'-11' S2 T-1' S2 S-Y tiff S4' 68 6'S' tiff 7-1' Note: Total roof panel width - room width+wait width+overhang. •uesign aappueo loan oases on me eneWva area Or me pane. Table 7.1.3 Allowable Spans and Design / Applied Loads' (#ISF) for Industry Standard Riser Panels for Various Loads Wind Open Structures Mc -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Rooms Overhang Cantilever Zane MPH 1&2 Spann ad* 3 s annoad• 4 s annoad' 1&2 s annoad' 3 s -Moad• I 4 s .Moad' 182 s annoad' 3 s -Moad' 4 s annoad' All Roofs 100 17-2- 16 16'-7' 13 16'-5' 13 10'-9'-10' 30 17-T 27 72'-70' 27 4'-0' 45 110 17'-11' 77 75'-10' 14 1E-1' 74 10'-5' 25 17-10" 25 73'-2' 25 9'-3- 3ti 71'•10' 32 17-1' 32 S5 120 tt'-2' 20 73'-10' 20 15'-1' 17 9'-6' 33 17.7' 30 17-4 30 8'S' 43 17'-1' 39 71'�' 39 123 71'-0' 21 13'-7' 21 13'-71' 2117- 32 17-Y 32 45 70-11' 41 11'-2' 47 3'4i' 69 130 70'S' 23 13'-2' 23 13'-5' 23 B'-11' 39 11'S' 35 17'-9' 35 e'3' 51 10'•T 45 10'-10' 45 3'-0' 77 140-1 9'-9' 31 12'-T 27 12'-10' 27 8'-6' 46 11'-0' 40 11'3' 40 B'3' S1 10'-T 45 10-10 45. T-3 89 140.2 9'-9' 31 17-7' 27 17-10' 27 8'S' 46 77'-0' 40 17'3' 40 T-10' 99 150 9'-3' 36 11'-11' 32 17-7' 32 8'-2' S2 70'S' 46 10'-9' 46 T-fi" tiff 9'.9' 68 9'-5" tiff 3'-7' 102 Wind Open Structures MonoSlo ed Roof 8 Screen Rooms Attached Attach Covers Glass 8 Motlular Rooms En closed Overhang Cantilever n Zone MPH 182 span)] ad 3 s annoad• 4 s a o tl• M a 182 s annoad' 3 s aMoaW 4 s annoad' 182 s annoad• 3 s annoad• 4 e s anno d' All Roofs 100 13'-2' 16 17'-5" 13 1T-9' 13 11'-7' 23 74'-0' 23 15'3' 20 7Q-11' 27 13'-T 27 73'-10' 27 4'-0' 45 110 17-11' 17 1T-1' 14 1T-5' 14 11'3' 25 73'-1T 25V13'4�- 5'-1' 21 10'4' 32 17-10' 32 13'-l' 32 4'-0' 55 20 12-1' 20 15'-11' 17 164- 17 10'-7' 30 13'-1 3030 9'-5' 3 11'-11 39 17-3- 39 3-10' 65 123 11--11- 21 15'S' 17 16-0' 17 1 S' 32 17-11' 323-23 93' 45 11-10' 41 12'-1' 41 4'-0' 6923 5-1' 20 15'-5' 20 9S' 39 72'-5' 352-e35 B'-11' S1 45 11 S" 45 3S' 77 140.1 10-11 27 3-7" 27 13-10 27 9-2 46 11 -11' 40 8-11' S1 115 45 11 S' 45 34' W. 140-2 1 -11' 27 73'-T 27 13-10' 7 -2' 46 11 -11' 40 1 -Y 40 S-5' S9 10-10' S3 11.1' S3 3'S' 89 750 10'-5' 32 72'-17' 32 13'-Y 32 8'-10' S2 11'4' 46 11'-T 46 S-7' 68 10'-5' 6D 10'-7' till 3'-0' 102 Wind Open Structures 6tonoSlo Reef Sae.n Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MPH 182 s annoad• 3 s annoad• 4 s annoad• 18,2 s annoad' 3 - s annoadsannoad• 4 s annoad' 182 spa nnoad' 3 4 s annoad• All Roofs 100 16'S' 13 294' 13 20'•9' 13 13'S' 23 17'S' 20 17'-10' 20 1Y-10' 27 16' 110 1&-2' 14 19'-11' 14 20'4' 14 13'-2' 25 1T-3' 21 1T-T 21 12'-1' 32 15'•10' 27 16'-2' 27 4'-0' 120 15'-1' 17 18'•8' 17 19'4Y 17 12'-5' 30 16'3' 25 16'-T 25 1t'4' 39 14'-0' 39 15'-3- 32 4'-O- 723 13'-17' 21 18'4' 17 78'-8" 17 1 -2' 32 15'-11' 26 16'4' 2fi 11'-2'41t3-104114'-7' 41 4'-0' 130 13'S'23 ITS' 20 18'-0' 20 11--9' 35 15'S' 29 15'-9' 29 10'-10 45 13'4' 45 13'-8' 45 4'-W ]102 140.1 17-10' 27 16'-10' 23 1T-Y 23 IT-3' 40 13'-11' 40 14-Y 40 0'-10' 45 13'4' 45 13'S' 45 4'-0' 140.21711 27 16'-10' 23 1T-Y 23 11'-3' 40 13'-11' 40 14'-Y 40 9'-1T S9 12'S' S3 17-11' S3 4'-0' 150 77-2' 32 16'-2' 26 16'$ 26 10'-9' 46 13'-3' 46 13'-6' 46 9'-5' 66 17•Y till 72'-5' till 4'-0' Note: Total mof panel width =room widU1 + wall width + overhang. *Design or applied load based on the affective area of the panel Table 7.1A Allowable Spans and Design / Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Mono Structures -Sloped Roof 8 Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang' Cantilever Zone MP 182 s annoad' 3 Spann acr 4 s -Moad• 18,2 spa oad' 3 s annoad• 4 Spann ad* 182 s annoad• 3 s annoad• 4 s annoad• AR Roofs 100 IT-3. 16 16'-3' 13 16'-T 13 19-10' 23 1 13'4' 120 13'S' 20 10'3' 27 17S' 23 77-71' 110 12'•1' 17 1S-11' 14 16'-3' 14 1-- 25 17-11- 21 13'S- 21 9'4' 32 11•11- 27 17-3' 27 3.10' 95 120 11'-3' 20 IY-11. 20 15'-3- 17 9'-7' 30 17-3' 25 12--T 25 6'-9' 39 11.7 39 11'-5- S. 3'-T 65 123 11'-1' 21 13'-9' 21 14'-T 21 91-W 32 17-0' 26 12'-3' 26 S-T 41 11-0" 41 11'-3' 41 3'S' 69 130 1 I _9. 23 13'4' 23 13'-7' 23 9'-1' 35 11'-7' 29 11'-10' 29 6'4' 45 10'-B' 45 10'-11' 45 3'S' 77 140.1 T'3' 27 17S' 27 17-11- 27 8'-T 40 11'-1' 40 11'4' 40 B'-0' 45 10'-W 10'"11- 45 3'3' 89 140-2 10'3' 27 1YS' 27 17-11' 27 e'-7' 40 17'-1' 40 11'4' 40 T-1T 53 9'•9' S3 10'4' 53 3'3' 89 150 9'4' 36 77-0' 32 17-3' 32 8'3. 46 10'-T 46 10'-10' 46 TS' till 9'4' till 9'S' till 3'-t' 102 Wind Open Structures no-SlopedMoRoof 8 Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MPH 182 s annoad• 3 s annoad• d s annoad• 182 s annoad• 3 Spann d* 4 s -Moad• 182 s annoad• 3 s -Moad• 4 s annoad• All Roofs 100 13'3' 13 17'-7' 13 1T-11' 13 1V-5 23 15'-1' 20 15'S' 20 11'-1' 27 13'S' 23 13'-11' 23 4'-O 45 110 13'-0' 14 7T3' 74 1T-T 1 114' 25 14'-0' 21 .15'-Y 21 10'-Y 32 IZ-11' 27 13'-2' 27 4'-0' 55 120 12'-2' 17 16'-1' 17 16'-5' 17 " 30 13'-7 25 13'S' 25 9'S' 32 1Y4' 32 3-i t' 65 123 17-0' 17 1&-10' 17 16'-2' 1 0'S' 32 7-11' 26 13'3' 2fi 9'4' 41 11 -11' 34 17-2- 34 4'-0' 69 130 11'S' 20 W3' 20 1S-T 20 9'-9' 35 12'S' 29 12'-9' 29 6'-11. 45 11'S' 45 IV-9' 38 3'S' 77 140-1 tt'-1' 27 13'S' 23 13'-11' 23 9'-3' 40 11'-11' 34 12'-3' 34 6'-11' 45 17'S' 45 11'-9' 36 3'S' 89 140.2 17 A' 27 13 S' 23 13-11 23 3' 40 1-11' 34 1 3 34 e'S' S3 10-11' S3 11'-Y 53 3 S' 89 750 tOS 32 1 -11' 2fi 13-3' 26 8-11 46 11'-5' 46 11S 39 -2' 1 S' fill 1 S' till 34' 102 Wind Open MonoSlo Structures .d Roof a Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang Cantllever Zone MP 182 s annoad' 3 s annoad' 4 s .Moad• 182 s annoad' 3 s annoad• 4 s annoad• 182 Spann ad' 3 s annoad• 4 s annoad• All Roofs 100 16'-7- 13 2 S' 13 20'-11' 1 13S' 20 17-W 20 18'-0' 20 17-11 23 16-10 1T- 23 1 164' 4 20-2' 14 2 -T 1 133 2 17-5' 2 17- 21 7 3 27 1 - 1 27 tfi4 27 4-0' 55 120 15'3' 17 18'-10' 17 19'3' 17 17S' 25 16'S' 25 16-9' 25 17'S' 39 15'-l' 32 15'S' 32 4'-0' 65 123 14'-0' 77 1B'S' 17 18'-11' 17 1Y-3' 2fi 1S-Y 26 1SS' 26 11'J' 41 13'-11' 34 15-Y 34 4'-0' 69 130 73'-7' 20 1T-10' 20 18'-Y 20 17'-10' 29 15'-T 29 15'-11' 28 10'-11' 45 13'S' 38 13'-9' 38 4'-0' 77 140.1 12'-1Y 23 16-11' 23 1T4' 23 11'4' 40 14'-0' 34 75-1' 34 10'-11' 45 13 S' 38 13'-9' 38 4'-0' 89 140-2 t2'-71' 23 16'-11' 23 1T4' 23 11'4' 40 14'-0' 34 15'-T 34 70'4' S3 1 -9' 44 13'-0' 44 4 0" 89 150 77S' 26 16'4' 26 16'-T 26 70'-10' 46 73'-5' 39 13-8' 39 9'S' till 17S 51 17S' S1 4'-0' 102 Note: I otal roor Panel wndm = room vndm + wail width + overhang. 'Design or applied load based on the affective area of the panel Table 7.1.5 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Cleated Panels for Various Loads Wind Open Structures Mono -Sloped d Roof Screen Rooms & Attached Covers Glass & Modular Roams Enclosed Ova one Cantilever Zone MPH 1&2 s annoad• 3 s annoad• 4 Spann a& 182 s annoad• 3 s annoad• 4 spannoacr 182 s annoad• 3 s annoad• 4 s -Mond' All Roofs 100 7'-7' 16 10'-11' 16 11'-7' 16 7'S' 23 9'-0' 23 9'-5' 23 7-1 30 8'-10' 27 8'-11' 27 Y-11' 45 110 8'3' 17 10'-9" 17 10'-11- 17 T3- 28 9'-0' 25 9'-Y 25 6'S' 36 120 T-10' 9'-11' 20 6'-11' 8'S' 30 6'-4' 43 7'-10' 39 T-11' 39 7-T123 7S' 21 9'$' 27 6'-9' 32 B'S' 32 6'-7 45 7'S' 41 T-10' 41 7-T 69 130 T-4' 23 9'-4' 23 6'S' 35 8'3' 35 5'-i t' S1 T4' S1 TS' 45 7-5' 77 140-1T-1' tOM'20 27 B'-11' 27 6•2' rM'30 40 7'-9' 40 5'•11' S7 T4' S1 TS' 45 74' 89 140-2 7'-7' 27 &-11' 27 6-2' 40 7'-9" 40 5'S' S9T-0 S9 7-2 S9 74' 89 150 S-8' 32 S-5' 32 S-11' 52 TS' 46 5'-5' 68 6'S' 68 5-10' 68 73' 102 Wind Open structures MonoSlo d Roof 0 Screen Rooms 8 Attached Covers Glass & Modular Rooms Enct se Enclosed Overhang CanU lever Zone MPH 782 s annoad• 3 spa 4 s annoad• 1&2 s ann odd' 3 s annoad• 4 spa fload' 18.2 s aNload• 3 s annoad• 4 s annoad• All Roots 100 8'-2' 16 -ad' 1 11'A' 113 1 11'-17' 113 8'-0' 123 10'4' 110 8'-10' 17 11-7' 14 11'-9' 14 T-10' 25 9'S' 25 70'-3' 25 7'-Y 36 B'-11" 32 9'-1' 32 Z-11' 55 120 8'-5' 20 10'-9' 20 10'-11' 20 7'•5' 33 9'-2' 30 9'4' 30 6'-9' 43 8'-5' 39 8'-T 39 7.9' 65 123 B'-3' 21 10'S' 21 10'-10' 21 T-3' 35 9'-0' 32 9'-2' 32 6'S' 45 8'3' 41 B-5' 41 2'-T 69 130 T-11' 23 10'4' 23 10'S' 23 7'-0' 39 8'S' 35 8'-10' 35 6'-5' 51 7'-71' 45 8'-1' 45 S' 77 140-1 7'-T 27 9'S' 27 9'-7' 27 6'9Wr 46 e-2'' 40 8'4' 40 6'-5' 51 T-tt' 45 8-1' 45 7-6' 89 140-2 7'-7' 27 9'-5' 27 94' 27 6'S' 4fi 8'-2' 40 8'-0' 40 6'-1' S9 T-7' S3 7'-8' S3 7S' 89 150 7'-Z' 36 6'-11' 132 1 9'-1' 132 6'4' S2 7'-10' 46 B'-0' 4fi 5'-10' 68 7'-2' 68 T-4' fiB 75' 102 Wind Open SWctures Mono -Sloped ed of Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilevar Zone MPH 182 s annoad• 3 s annoad• 4 s annoad• 182 s annoad' 3 s nil oad• 4 s annoad• 182 Spann 3 s aoad• nn 4 s aoad• nn All Roofs 10012'-1' 20 174' 20 8'-11' 27 11'-6' 27 71'-B' 23 3'S' 45 170 10'-11' 17 13'S' 14 13'-9' 14 9'-Y 25 11'-9' 21 1Z-0' 21 8'S' 32 10'-10' 32 11'-1- 32 3'-5' 55 120 9'-1 D' 20 12'-T 17 IT-1 1' 17 8'-e' 30 11'-1' 30 1'4' 30 7'-11' 39 9'-10' 39 10'4' 39 3'3' 65 123 9'S' 21 175' 17 17-8' 17 8'-6' 32 10'-11' 32 11'-1' 32 TAW 41 9'S' 41 9-40- 41 130 9'3' 23 12'-l' 20 74' 20 8'3' 35 10'S' 35 10'-9' 35 TS' 45 9'-3" 45 9'S' 45 140- -11 27 11 S' 27 11 S" 23 7'-T 40 9'-7- 40 1 -3' 40 T-T 45 -3' 45 9 S 45 7-11' B9 140-2 8-11 27 27 11S' 23 7-9' 40 9-7' 40 1 . 40 7'-Y 59 8-10 53 4Y 53 2'-11' 89 50 8'-5 32 lit) 10-11' 32 11-1 32 7'S' 46 9-3' 46 9-5' fiB 8'-5' till B-T till -10' 102 Note: Total mot panel width =Morn width +wall width + overhang. *Design or applied bad based on the affective area of the panel Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) T v da' • n n94' aannm eu,mim,m 411nv 11ns M.14 nr N-95 1 n FDA - nenele. cm Wind OpanSWcmres Mono-SlopedReef Screen Rooms &Attached Covers Enclosed GlassBModul.1 Roomak74-W hang lever Zone 182 s annoad• 3 s annoad• 4 s annoad• 182 s annoad• 3 s Moad• 4 s annoa' 182 a annoad• 3 s annoad• 41MPH s annoofs 100 15'-4' 13 1T-2' 13 16'-7' 13 11'-S 23 12'•9' 23 12'4' 23 10--6' 27 11--9' 30 11'-5' 45 110 13'S'17 16S' 14 16'-t' 14 10'-11' 25 1Z-3' 25 11'-10- 25 9'-Y 36 10'-70' 36 10'S' S5 120 17-2' 20 15'-t17 13'-2- 20 9'S- 33 1V-2' 30 10'-10' 30 8'4• 43 91-4 39 W-O' 65 123 11'-11' 21 134' 21 12'-10' 21 9'3' 35 10-11' 32 70'-T 32 8'-2' 45 9-1' 41 8'-9' fig 130 114' 23 12'S' 23 17-3' 23 8'-9' 39 10'-0' 35 9'S' 39 7'S' 51 6'-7'459-3" ' 77 140-1 10S' 21 11'-0' 27 11'-5' 27 8'-1' 46 9'-0' 46 8'-9' 46 7'S- 51 ir-7' 45 6'-3". 89 1402 10'S' 27 11'-9' 21 111s, 27 8'-1' 46 9'-0' 46 8'-9- 46 T-7 59 T-11' S3 7'S' 89 150 9'-Y 36 10'-17' 32 70'-7' 32 7'-T 52 8'-6' 52 8'•Y 52 6'S' 68 T-5' till 7'-2- 68 2'-9' 702 Wind OpenSWctures Mono -Sloped Roof Screen Rooms BAttached Covers GlassBModular Rooms Enclosed Overhang Cantilever Zone MPH 182 Spann act- 3 Spann ad- 4 s annoad• 182 s annoad• 3 s annoad• 4 s annoad• 182 s annoad' 3 s .Moad' 4 s annoad• All Roofs 100 1&-2- 13 20'4' 13 19'-7' 13 IY-W 23 15-2' 20 75'S' 20 12'S' 27 15-1' 23 13'S' 27 4'-0' 45 110 7'S' 4 19'-9' 14 -1' 14 17- 1' 25 21 15'•3" 21 S' 32 7-10' 32 tYS" 32 4'4Y 55 20 15-11' 17 7'-10" 17 1T-3' 17 11'-10- 30 133' 30 12'•9' 30 10'-5' 3 11-7' 39 11-3' 39 4' 65 123 15S 17 1 -4' 17 16'-9 1 11- 32 12- 11 32 12S' 32 -7 45 114' 41 1 -11' 4 -0 69 130 13-5 23 163' 20 15-10' 20 10-11 35 1 3' 35 Ill It)' 35 9-1 51 0'-�14510S 4 3S 77 i4o-12S 27 15'3' 23" `ro'27 -7 -46 11S' - 1-1 40 -1 8 1 -1 S � 3=5' 89 140-2 1 S' 27 153 23 t3-6 27 -7' 46 1-5' 40 11-1' 40 BS 59 S -1 59 3150 11-7 32 1 -11 8S' 68 33' 102 Wind Open Structures Mono -Sloped Roof Screen Rooms &Attached Covers Glass &Modular Rooms Enclosed Overhang Cant] r Zone PH 1&2 s annoad• 3 spa 4 spa cacr 1&2 span 3 SO. 4 so. 182 Spa Do 3 spa no 4 Spa oa All no 100 IT-T 13 19'-10' 13 19-2' 13 14'-Y 23 15'-10' 20 15'.4' 20 IY-Y 27 14'-9' 127 1 143' 27 4-0' 45 110 17'3' 14 19'3' 14 18-7' 1 13-10' 14'-lV 25 11-Y 32 13-1- 32 13'-2' 32 4'-0' 55 120 15'-T 17 1T5' 17 1510' 17 12'S' 013'S' 30 102- 43 1 S' 39 10'-11' 39 4'-0' 65123 15`2'116'-11'1716'-5' 17 174' 2 13'4' 32 V-11' 45 1V-1' 47 10'S' 41 4'-0' 69 130 14'-0' 23 16'-0' 20 1SS' 20 10'S' W165'21 517S' 35 9'S' S1 10'S' 45 10'-2' S1 3-11' 7L 140.1 13'4' 27 14'-11' 27 1r10'4T 040 9-5' S1 10'S• 45 10'-Y 51 3'4' .9' 14'S' 27 10'-0' 403'4'„ 8C48 fib 8-10' fi8 :0 Note: Total roof panel width = mom width +wall width+ overhang. 'Design a applied load based on the affective area o1 the panel Q G Q moo o Z LJ) Z D_ m Q ~ W C25 z J IY w Z U a a j)f� Z Q x W LL O Z U U) Q J a CCt J FE v Z LL W ILL ? m Ll.( (9 W to n W u W a p p m ¢ 0 a m jD LL C ~ to J M Q m m a cli L W nl w Ci O m J_ m C9 C -ma's o \z o W • zZ m V m Z (W 0 / i elf% , z W $ W 0 LU SHEET J Z W W 1OF z m 08-12-2010 OF 12 2.00" A = 0.434 in? 0.040" Ix = 0.234 in' -� Sx = 0.240 in? 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION SCALE 2" = V-0" 0.045" I I A = 0.538 in? 0 q Ix = 0.642 in.' 0.428 in? 6005 - T5 2" x 3" x 0.045" HOLLOW SECTION SCALE 2" = V-0" * 2.00" I 0.060" I o A = 0.768 in? ZI of Ix = 0.530 in' Lj Sx = 0.585 in' 6005 - T5 2" x 3" x 0.060" HOLLOW SECTION SCALE 2" = V-0" *20Ow' * I I 0.050" o A = 0.697 in.' Ix = 1.428 in' Sx = 0.714 in? 6005 -T5 2''.X 4" x 0.050" HOLLOW SECTION SCALE 2" = V-0" 3.00" A = 0.552 in? 0.045" o Ix = 0.342 in.' cli Sx = 0.342 in? 6005 - T5 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = V-X 2.00' A = 0.776 in. - Ix = 1.953 in. 0.046" o Sx = 0.977 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 4" x 0.046" x 0.100" SELF MATING SECTION SCALE 2" = T-0" 200"* A = 0.964 in? o Ix = 3.688 in. ' 0.050" Sx = 1.475 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.096" SELF MATING SECTION SCALE 2" = T-0" *200"* 0 A = 1.098 in? 0.050' Ix = 5.938 in. ' Sx = 1.979 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050" x 0.120" SELF MATING SECTION SCALE 2" = V-W 2.02' o A = 1.277 in? 0.060" n Ix = 8.873 in. ° Sx = 2.534 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.060" x 0.120" SELF MATING SECTION SCALE 2" = V-0" T 2.00" 0.072" o co A = 1.855 in? Ix = 16.622 in' Sx = 4.156 in? 6005 - TS STITCH W/ (1) #10x3/4" S.D.S. HE)( HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.072" x 0.112" SELF MATING SECTION SCALE 2" = V-0" * 2.00" 0.072" o of A = 1.999' in? Ix = 22.116 in' Sx=4.915in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.072" x 0.112" SELF MATING SECTION SCALE 2" = V-17 * 2.00" 0.082' i? A = 2.398 in? Ix = 27.223 in' Sx = 6.050 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.153" SELF MATING SECTION SCALE 2" = T-0" 2.00" 0.090" o 0 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" = V-G" 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. TC16005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR d o z¢ � pLL C as _y N c� O z � N � d w zQ xe xn 0 o m o0 K LL zz<¢ io <5 z J � Q_ w Q C/) o M O $ Z O W U' z J Q' Lu W } U) _Z o > m � () Q o F=- J Q w UOf w o i- Q = U z C0 Z C/) W W_ W m 0 O J J LL Q 0 N It u) (0 n "..I W ci LL ur LL 2 m of E WZLL =M3 d Lu O a (D or r r m Q. 0 j o n CO � N a o M r J m U # C c CD L �n xo r rn a j O x, liJ J�L�I 0 z SEAL w SHEET z C7 z w 11 W Z Z W m OB-12-2010 OF 12 )TES AND SPECIFi, 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 n 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 I COX or 7116" OSB 12 4 PY 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 warranded 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 I.have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55.000 psi; Shear 24,000 psi fable 9.1 Allowable Loads for Concrete Anchors Screw St.. d = diameter Embedment Depth (in.) I Min. Edge Dist 8 Anchor Spacing 5d (in.) Allowable Loads I Tension I Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 1-114' 1273# 236# 2 1-114" 3169 1 236# TAPPER (Concrete Screws 3116" 1-114" 15/16" 288# 167# 1-314" 15116" 377# 259# 114" 1-114" 1-1/4" 427# 2009 1-314" 1_114" 544# 216# 318" 1-112" 1.9116' 511# 402# 1314" 3-318' 1 703# 455# POWER BOLT (Expansion Bolt 114" 2" 1 1-114" 624# 261# 5116" 3" 1-7/8' 936# 751# 318" 3-1/2- 1.9/16" 1.575# 1,425# 112' 5" 2.112" 2 332# 2 220# , POWER STUD (Wedge -Bolt ®) 1/4" 1 2-314' 1 1-114" 812# 1 322 y4 NO 318" 4-1/4' 1-7/8' 1,358# 921# 1/2" 6" 2-1/2' 2,271# 1,218# G/s"• 5/8' 7" 2.1/4" 3,288# 2,202# �� Wedge Bolt 114" 2-112" 2-1/4' 878# 385# 34/2" 1095# 1/2' 3-314" 1,774# Notes: r limited to 2' embedment b manufacturers. 1. Concrete screws are y 2. Values listed are allowed loads with a safety factor of 4 applied. 3- Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable 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 = 112(BEAM SPAN) x BEAM 8. UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20A2') 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.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (tbs.) #8 0.164" 122 139 1 153 200 .228 1 255 - #10 0.190" 141 161 177 231 263 295 - #12 0.21 On 156 178 196 256 291 327 - 914 0250" 186 212 232 305 347 389 529 1/4" 0.240" 179 203 223 292 333 374 50B SM13" 0.3125" 232 265 291 381 433 486 661 318" 0.375" 279 317 349 457 520 584 793 1/2" 0.5D" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) ScrowJBolt I ingle Shear Size Nd (.044' 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 117 _ 133 147 192 218 245 - #10 0.190" 136 154 170 222 253 2B4 #12 0210" 150 171 188 246 280 293 #14 0.250' 179 203 223 292 333 374 508 1/4" 0240" 172 195 214 281 32D 358 487 5116" 0.3125" 223 254 279 366 416 467 634 3/8" 0.375" 268 305 335 439 499 560 Till 112" 0.50" 357 1 406 1 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness ('r) (Ibs.) Double Shear Nd 0.044' 0.050" 0.055" 0.072' 0.082" 0.092" 0.125" 240" 343 390 429 561 639 717 974 K�.375" 3125" 446 508 559 732 832 934 1269 536 610 670 878 22 .50" 714 612 894 1170 1332 1494 2030 Allowable Load Coveision Multipliers for Edge Distances More Than Set Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 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 1 Area 21 Area 3/ Area 4 / Area 114" 112" 518" 1,454 - 53 2,908-1061 4,362 -159 5,819 - 2A 5116" 318" 7/8" 1,894 - 69 3,788 - 138 5,682 - 207 7,576 - 276 314" V. 2.272 - 82 4.544 -166 6.816 - 249 9.088 - 331 1/2" 1" 1-1/4" 3,030-110 6,060-.1 9,090-332 12.120-442 Table 9.5B Allowable Loads 8, Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 35.53 #1SF Fastener dkam. minedge distance min. dr. to dr. . of Fasteners / Roof Area S 1 / Area 2/ Area 3/ Area 41 Area 14" 112" 1 5/8" 1,454-41 2,908-82 4.362-125 5,819-164 " 318" 718" 1, - 53 3.788 -107 5,682 -160 7,576 - 213 3/8" 1 314" 1" 2.272 - 64 4.544 -128 6.816 -1921 9.088 - 256 112" 1 1" 1 1-114" 3,030 -85 6,060 - 171 9,090 - 256 12,120 - 341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A 8 B am 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 8. bolts and 3d O.C. for rivets. 3. Minimum edge distance Is 2d for scree, bolts, and rivets. 3 Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Allowable MU Load killers Tension Shear 12d 1.26 lid 121 - 10d 1.18 2.00 9d 1.14 1.80 ad 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 5d 1.00 1.00 Notes: ® �f✓ 1. Screw goes through two sides of members. l 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness �y/ 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. W Multipliers for Other Alloys 6063 T-0 1269 5052 H-25 1522 6005 T-5 1 2030 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 # 1 SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) for OPEN or ENCLOSED Buildings FWMD ofent Number of Fasteners 1 2 3 4 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF 396#-14 SF 792#-29 SF 1188#-43 SF 1584#-58 SF 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"e 1-1/2" 468# -17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF 2-1/2" 780#-28 SF 1560#-57 SF 23409-85 SF 312D#-114 SF 1" 356#-13 SF 712#-26 SF 1068#-39SF 1424#-52 SF 3/8"e 1-1l2" 534#-19 SF 1068#-39SF 1602#-58SF 2136#-78 SF 24/2" 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter Diem Length of Embedment Number of Fasteners 1 2 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw Rawl Zamac Natlln or E ulvalent) 114"e 1.1l2" 273#-10 SF 546#-20SF 819#-30 SF 1092#-40SF 2" 316#-12SF 632#-23SF 948#-35SF 1260-46SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3 6'e 1-1/4" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF 1-3/4" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/ 6 1-1/4" 365#-13 SF 730#-27 SF 1095#-40 SF 1460#-53 SF 1-314" 427#-16 SF 854#-31 SF 1281#-47 SF 17C8#-62 SF 511#-19SF 1022#-37 SF 1533#-56 SF 2044#-75 SF -14" 3#-26 SF 1406#i 51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTEN - pans - ower Bolt or Equivalent 318"e 242" 1050# - 38 SF 2100# - 77 SF 3150# - 115 SF 4200# -153 SF 3412" 1575#-51SF 3150#-115SF 4725#-172SF 6300#-230 SF 112"e 3" 1399# - 51 SF 2798# -102 SF 4197# -153 S 5596# - 204 SF 5" 23329 - 85 SF 4664# -170 SF 6996# - 255 SF 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 ZonesiKegions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion tactor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 32.2 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 42.8 0.80 Screw 0 Metal to Plywood 112" 4 ply 518" 4 ply 314" 4 ply Shear (Ibs.) Pull Out lbs.) Shear (Ibs.) Pull Out lbs. Shear (Ibs.) Pull Out (Ibs. #8 93 48 113 59 134 71 #10 100 55 120 69 141 78 #12 118 71 131 78 143 94 #14 132 70 145 88 157 105 Table 9 7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension Ibs.i Shear Tension (Ibs. Shear 118' 129 176 210 325 5132" 187 263 340 490 3/16" 262 1 375 445 i 20 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" r• Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Typo Size Description To Wall 0 To Upright / Beam 0 2"x4"x0.044" Angle 1'x 1"X0.045' 311 S' #10 2" x 4" x D.044' Angle 1' x 1" x 1/16' (0.063') 3116" #12 2" x 5" x 0.072" U-channel 1-1/2" x 1-112' x 1-112" x 0.125" 1/2" #14 2" x 6" x 0.072' U-channel 1' x 2-1/8" x 1' x 0.050" 5116" 5116 2" x 8' x 0.072" Angle 1- X 1' x 1/a' (0.125-) 3/16' #12 2'x 10" x 0.072" Angle 1-1/2" x 1-112" 1116"(0.062") 114" #12 2" x 7" x 0.072" Angle 1-1/2' x 1-1/2" 3/16"(0.188') 1W #14 2" x 10" x 0.072' Angle 1-12" x 1-112" 1/8'(0.062') 1/4" #14- 2" x 7" x 0.072" Angle 1-3W x 13/4' x 1/8'(0.125") 1/4' #14 2" x 10" x 0.072" U-channel 13W x 13/4" x 13/4' x 118" 3/8' #14 2" x 1 D" x 0.072" Angle 2" x 2" x 0.093' 3/8' 3/8. 2" x 10" x 0,072" Angle 2' x 2' x 118"(0.125") 5116" 5116, 2" x 10" x 0.072" Angle 2' x 2' x 3/16(0.3137 12- 112' Note' 1. # of screws to bears, wall, and/or post equal to depth of beam. For screw sizes use the ly -� stitching screw size for beam / upright found In table 1.6. 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 if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # I 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 2-112" 660#-19 SF 132D#-37 SF 198D#-56 SF 2640#-74 SF 1" 312#-9SF 624#-18 SF 936#-26 SF 1248#-35 SF 5116"o 1-1/2" 468#-13 SF 936#-26 SF 1404#-40 SF 18729-53 SF 2-12" 780#-22 SF 1560#-44 SF 234D#-66 SF 3120#-88 SF 318"e 1" 356#-10SF 712#-20 SF 1068#-30 SF 1424#-40 SF 1-112" 534# -15 SF 1068# - 30 SF 1602# - 45 SF 2136# - 60 SF 2-112" 890#-25 SF 1780#-50 SF. `2670#-75 SF' 35604-400 SF CONNECTING TO: CONCRETE [Min. 2,500 psl) for PARTIALLY ENCLOSED Buildings Fastener Diameter Len th of s Embedment Number of Fasteners 1 1 T 1 3 1 4 PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent 114"o 1-112" 233# - 8 SF 466# - 17 SF 699# - 25 SF 932# - 34 SF 2" 270#-10SF 540#-20 SF 810#-30 SF 1 1080#-39 SF PE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent 3116"e 1-112" 246#-7 SF 1 492#-14 SF 1 738#-21 SF 984#-28 SF 1-314" 317#-9SF 6349-18 SF 951#-27 SF 1268#-36 SF 1/4"e 1-1/2" 365#-10SF 730#-21 SF 1095#-31 SF 1460#-41 SF 1-314" 465#-13 SF 930#-26 SF 1395#-39SF 1860#-52 SF 318"e 1-1/2' 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF 1314" 601#-17 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent 318"e 2-12" 1205#-34 SF 2410#-68SF 3615#-102SF 482D#-136 SF 3-1/2" E 1303#-375F ,.6(_73 SF 3909#-110 SF 5212#-147 SF 112"o 3" 1806#-51SF 3612#-102SF S418#-152SF 7224#-203SF 5" 1993# - 56 SF 3986# -112 SF 5979# -168 SF 7972# - 224 SF Note: 1. The mum 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 1 1 42 0.94 140-18.2 0.8 150 56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 1/4' #14 114' 114" 2" x 9' 114" #14 114' 114" 2" x 8" 1/4" #12 1/4' #12 2" x 7" 3/16" #10 3/16" #10 2" x 6" or less 3/16" #8 3116" 98 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' 5116" 318" #8 1.00 0.80 0.58 0.46 027 0.21 #to 0.80 1.00 0.72 0.57 0.33 0.26 #12 0.58 0.72 1.00 0.78 OAS 0.36 914 0.46 0.57 0.78 1.00 0.59 OAS 5116" 0.27 0.33 0.46 0.59 1.00 - 0.79 3/8" 0.21 0.26 0.36 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" 1/4" 318" 3116" 1.00 0.83 0.50 114" 0.83 1.00 0.59 3/8' 0.50 0.59 1.00 Dyne Bolts (1S/8" and 2-114" embedment respectively) Anchor 3116" 1f2,"- Size - 3116" 1.00 1 0.46 1/2" ' Multiply the number of #8 screws x size of ancliodscmew desired and round up to the next ev6n numI of screws. Example: If (10) #8 screws are required, the number of #10 screws desired Is: 0.8xl0=(8)#10 O Z D_ W D. it O LL W f0 O (0 Z LU W Ill Z_ a Z W �O FL a ma j 0 ai o :O = LL rn h d0 rZ N ez N � w C 'F p m Q o 10o" n h LL oa os LL m z¢ $g J Z O Q ~ w o a� 2 O ZO (' i Z .J W >- W w Z IL � > atf W to �U LU } U) 1U LL U F. Q N Z Z 0 W Z Of o in O a Q 0 N l Y } 7-01 S i SHEET, ` "IU 12 08-12-2010 OF