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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY: Date: Fee Due:� R ,ceipt# Permit # = PLANNING & DEVELOPMENT SERVICES DIVISION SCANNED ® BUILDING & CODE REGULATION 2300 Virginia Avenue B Y Ft. Pierce, FL 34982-5652 St- Lucie COl1 772-462-1553 sty APPLICATION FOR ALUMINUM STRUCTU"S PERMIT ALL INFO MUST BE COMPLETE & FILLED IN TO BE CEPTED PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 7 Z O S. U)- 1� t'R 0 S D B k'% Z)- ^ r( 2. PROJECT NAME: SITE PLAN NAME: 11b uoo5- �F�U 00 3. PROPERTY TAX ID #: 3 i Q �'' ©©6 O - O ,7 l� ° �'► �lC S�, J �? G� 4. LEGAL DESCRIPTION (attach extra sheets if necessary): 5. PLAT BK PAGE BLOCK LOT V , 6. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS 7-T' x i 20 e 7. SETBACKS (ACTUAL) FRONT: N IG BACK: 47 RIGHT SIDE: LEFT SIDE: .. a 8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE) N = New 'SG = Slab on Grade SQUARE FEET OF TYPE OF CONSTRUCTION A = Addition SR = Raised Slab WdENSIONS CONSTRUCTION R = Rebuild WD = Wood Deck L SCREEN ROOM �Sla ❑ NEW QI EXISTING / X /6 `f ❑ CARPORT/PATIO ROOF ❑ NEW ❑ EXISTING X ❑ HABITABLE GLASS ROOM ❑ NEW ❑ EXISTING X ❑ CAT 1, 2 OR 3 SUNROOM ❑ NEW ❑ EXISTING X ❑ ALUMINUM COMP. SHED ❑ NEW ❑ EXISTING X ❑ POOL ENCLOSURE ❑ NEW ❑ EXISTING X ❑ M H ROOF OVER ❑ NEW ❑ EXISTING X ❑ ROOF SYSTEM OVER. ❑ NEW ❑ EXISTING X EXISTING ACCESSORY STRUCTURE ❑ OTHER: ❑ NEW ❑ EXISTING X ElALUM POOL FENCE Linear feet TOTAL SQUARE FOOTAGE OF CONSTRUCTION xxuf 9. VALUE OF CONSTRUCTION: $ ,313 6 O 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 0412612010 OWNER INFORMATION NAME: C/.t It D k � DAL ADDRESS: %?► 0 CITY: Pyp,T SVr STATE: rL ZIP 3 Lt Q S 3 PHONE (DAYTIME): c n gal 8 I Y b 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):.0 4Y T 7 CONTRACTOR INFORMATION �l STATE OF FLORIDA REG./CERT #: G 6) e- /-! 10 ST. LUCIE COUNTY CERT #: S �L� o s_ a a 3 BUSINESS NAME: •-/' S j %F ✓IE- QUALIFIER'S NAME: ADDRESS: /3 7 9 S. 0 , 13I 1._/—A© fz s% CITY: � b�% t'J t-f t STATE: L ZIP 3 9 0 3 cah �7 % 6 d 9 � 9' 6'71(® email: f �I Al D s ���'� ®t PHONE (DAYTIME): U FAX NO. k R k 4 /w/yIV-1 ARCHITECT/ENGMER: ADDRESS: lq b 91 6 A I ��C, ' CITY: CO)GQ f ®R.4-'Lt6A STATE: �L ZIP _ 'PHONE (DAYTIME): (3 8 4 7 0 - q 7W 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 O� lJ TOWNSHIP -�b b RANGE LID MAPNO.S al Additional on] LAND USE LOT CVG % Permits R uired REPORT BIMS FEE $ MISC FEES $ TOTAL FEES CODE BUILDING & ZONING REVIEW FRONT PAS VALUE OF CONSTRUCTION REVIEW COUN3ER ZONING SUPERVISOR EXAMINER VEGETATION USING ICC TABLE COMPLETE V b 3rI ZZ� i3I.6 s-.= 8��$`z 6 ThWTAT S PLAN RI', -JEW SPECIFICATION C11 CKLIS.T 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 ConstructiWin High Wind Areas. 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs489.113. ANY PLANS SPLGATHE FOLLOWING IL BE EC URNED WITHOUT APPROVAL. ALL PLANS MUST BE IN INK AND ANYNOTTIONS IN PENCIL WILL NOT BCONSIDERED 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 11" 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 0 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 ANYALUMINUM 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 N3.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) ABOVE REQUIREMENTS (as defined in R202 BE IN nd FBC STRICT COMPLIANCE WITH 02.6) MAY BE CONSTRUCTED, AAMA NONG AS PEA/NSA211000.022 AND WETHE Y MEET ALL OF THE ABOVE REQUIREMENTS AND MUST 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 MOBILE HOME SHALL REQUIRE: (a) A 4'b wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial number and current owner's name and street address. (b) That the complete guide to H.U.D. specifications be strictly adhered to. (c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall assume full responsibility for both structures' integrity by site specific documentation. CERTIFICATION: This application is hereby made in order to obtain a permit 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 is 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 / Owner Builder, have verified that the existing foundation meets the requirements of the Engineer of Record and is in adequate condition to withstand the uplift and weight of a aluminum structure ands ids cture will not exceed the foo of the struc re hat in existence prior to re Sib he or s. / OWNER R CO RACTOR SIGNATURE CONTRA TORWNATURE STATE OF FLORIDA S�,G- COUNTY OF The foregoing instrument was acknowledged before me me this Zo day of ©c/ , 20 / by. 14 q 0LS 01WR - who is personally known bC to me, or who has produced as identificatio a+ otary Public State of Florida P N o{+ �4� ederick Adams Fri Commssion DD815334 cVnireS 08(3012012 ` IMPORTANT NOTICES: STATE OF FLORIDA COUNTY OF S kj Gl C, The foregoing instrument was acknowledged before me me this 1-9 day of by 6 ; 2d& who is personally known produced ,20 /AAtfLs a-1P-(9A- to me, or who has as identificatlOnif-0 ar $vuNotary Public State of Florida Frederick E Adams , Qe my Commission DD815334 "'"` a FYaires 0813012012 NPI • 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 OWNER/BLDR 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. -;. OVERl+Af4 L7 � oo� �o FAsc`A M INI 1. ETRACK REO FROM 0g\ SIDES CNR 'lc6 1 bD E� REAq 1�1 ZNC{ TFrk- \t 1\ .� `�XL( .asD �DU� p_•gM � n 116 , ..�-14 t 3 -arc /w' FRA A TLAW �l� RAJ %0 S., . e91RoSo 2LOD PA &r- oF� .v. 0 I!!I a N 2x2 I t l 1 , xz 1 s 161 17* oy `5 p 1, N x � r L�j►P'� zxZ � �/ /�l Ro'N Dr...A J 69 V BOARD OF COUNTY im PLANNING & DEVELOPMENT COMMISSIONERSmmmSERVICES DEPARTMENT BUILDING & CODE REGULATION DIVISION FAX COVER SHEET FAX #: (772) 462-6448 PHONE #: (772) 462-1553 DATE: 1O zw NO. OF PAGES INCL. COVER: TO: ATTN: RE: 1' O _ MA SENDER: Lydia Galbraith C 11 COMME PHONE #: 462-1555 -,) �Na,L, r Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 PROPERTY INFORMATION Address: 720 SWAIROSA BLVD City / State / Zip; PORT ST LUCIE Parcel # : 3419-545-0060-000/7 Zoning: RS-4 APPLICATION INFORMATION Permit Number: 1110-0213 Activity Type: Other Permit Type: Building (Miscellaneous) Review Comments FL 34983 Jurisdiction: St. Lucie County Lot # : 2 Block: 59 CONTRACTOR INFORMATION Contractor Name: MAHLSCHNEE STEPHEN JOSEPH Business Name: K & S INDUSTRIES OF THE T/C INC Business Addr: 1379 SW BILTMORE ST City / State / Zil PORT ST LUCIE, FL 3498 Page 1 Owner(s): EDWARD RONDEAU CAROL RONDEAU Application Type: Building Permit w/o subs Other Activity: ALUMINUM STRUCTURE Stories: 1 Automatic Sprinkler System? Fax Number 561-879-6910 REVIEWS AND COMMENTS Review Type Status Reviewed By Date Started Date Complete Date Released Documents Missing Pending Lydia Galbraith 10/26/2011 10/26/2011 1 Comment ACCORDING TO THE APPLICATION THE CONCRETE SLAB FOR THE SCREEN ROOM IS EXISTING. WE DON'T HAVE ANY PERMITS ON FILE FORA CONCRETE PATIO FOR THIS ADDRESS. THE OWNER OR THE CONTRACTOR NEEDS TO APPLY FOR AN "AFTER THE FACT" CONCRETE SLAB PERMIT. THE SLAB PERMIT NEEDS TO BE ISSUED BEFORE WE CAN ISSUE THE SCREEN ROOM. Front Counter Review Complete To Be Reviewed by Zoning Complete To Be Review by Plans Exar Pending Audrey Humphrey 10/21/2011 10/21/2011 10/26/2011 Zoning Review Complete Lydia Galbraith 10/25/2011 10/26/2011 TRANSMISSION VERIFICATION REPORT TIME 10/24/2011 18:06 NAME SLC CODE COMP FAX 7724626448 TEL 7724622963 SER.* BROE5J278861 DATE DIME 10/24 18:05 FAX NO./NAME 98796910 DURATION 00:00:31 PAGE(S) 02 RESULT OK MODE STANDARD ECM DATE: TO: ATTN: BOARD OF COUNTY COMMISSIONERS PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATION DIVISION FAX COVER SHEET FAX #: (772) 462-6448 PHONE #: (772) 462-1553 1E��2t ►\ NO. OF PAGES INCL. COVER: k. A C, p- � �-A-4-N A SENDER: Lydia Galbraith COMM RE: t 11 0 QIL� PHONE #: 462-1555 I JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE #•3639612 OR BOr,' 7333 PAGE 971, Recorded 10/20/2011 2:33 PM NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida statutes the following information is provided in the Notice of commencement. 1. DESCRIPTION OF PROPERTY (Legal and street address) TAX FOLIO NUMBER: 3 �E R ' S� S• Dab 0 -p00 7 rRACT LOT 9 BLDG UNIT 6 piolzk (f 4/e6 790 S— 41AD.30 BwJO oRrkj&td F� 3`f`T92 2. GENERAL DESCRIPTION OF IMPROVEMENT: v /I X 16 Sc fQ X R of p/Q 00 3.OWNER INFORMATION: a. Name b. Address %� 0 S- �• .4,90 3 0 8L ) AD I st. k IR' c. interest in property d. Name and address of fee simple titleholder (if other than owner) 4. CONTRACTOR'S NAM ADD AND PHO NUMBER: ct T t)S t�^) -F �L• rL �Iv2l� r �D�T s►, LJ�fZ F( 5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6. LENDER'S NAME, 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 PHONE NUMBER: 8. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in Section 713.13 (1)(b), Florida Statutes: NAME, ADDRESS AND PHONE NUMBER: 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) , 20_ Signature of Owner or Print Name and Provide Signatory's Tille/O1Bce Owner's Authorized Oi icer/Director/Pariner/Manager State of Florida County of r 0 C 1 C The foregoing instrument was acknowledged before me this `a, a day of © cT 20 ) By - '3)"314ft ON Jar; J as f) X R4 it (Name of person) (Type of authority... e.g. Owner, officer, trustee, attorney in fact) (Name of party on behalf of whom instrument was execut d s own_ or produced the following type of ID: I p y+we Notary Public State of Flonda f A . D. L '} �°J 3 y %�• $z- "i �8-a k' Frederick E Adams My Commission DDat5334 o.n?� Fx^.e�nann (Prints N o othey Pub tc A , Under penalties of perjury, I 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). Slgnature(s) of Owner(s) or Owner(s)' Authorized Offeer/Direcct�tor``/Partner/(Manager who signed above: BY: 0 V 0— By Cd�uA rcl oe�cla/avti R., taaozoomt.6,4 STATE Of FLORIDA sT I_UCIE COUNTY : Y A BOUNDARY AND RECORD SURVEY FOR EDWARD E. AND CAROL E. RONDEAU & EDWARD RONDEAU, SR. Boun d ory Survey Note: All Bearings do Distances Are As Per Plat Unless Noted Otherwise. N r ti J 3 Block 59 a° b O d 0 1 I� 0 a x 3 4 S89'56'OO EE 120.00' rai age_ do Utility Easement � Co (V N H 33 W c v iw o �N V ti ! v 21.0 v+' N i �a m tiQ: ib O a1 i s 04 6' Dr¢1nag4 j b & Utility Easement " W T 89 5 '00"E 120.001 0c-0, - __o ADDRESS: 720 SW Airoso Boulevard Port St. Lucie, Florida O 3 50.0' 1 � yl � W � � O O O 50.0' I Q LEGAL DESCRIPTION: Lot=2=61ock��59, `RIVER`PARK'-'UNIT-6; according to the Plat thereof, as recorded In Plat Book 12, Page 28, of the Public Records of St. Lucie County, Florida. CERTIFIED TO: EDWARD` E_-RONDEAU, CAROL E._RONDEAU-AND-EDWARD RONDEA SR.; BANK OF AMERICA, N.i4-, ITS SUCCESSORS AND/OR ASSIGNS AS THEIR INTEREST MAY APPEAR; COMMERCE LAND TITLE D/B/A TITLE STREAM OF FLORIDA; OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY Q Found 1/2" Iron _Pipe (No Cap) t; CERTIP'ICATIiThis {�f� {p =ce�ti� that this (SKETCH OF SURVEY, of the hereon was HEMN � RMUM To AN 1198t71® AWS or ! N001D4'00"E for the centerline of Alroso Boulevard, dem-C lb TRI erty p t o eh� a W ect .to he best of my knowledge and belief, eAW BLUM0, ID MEMCAL was TRs PLAT or ZMED �,. coi}t - viailai' PgpDhfaULL ' tea Aibim, and meets the Minimum Technical Ste dertldr¢i+et Cfiap£e 1-;B .A.C. by the Florida Board of Lend _ O'ur,¢'eyore"puft, t - S'ed.0 72z027,,,, orida Statutes. = NOTE: NOT VALID UNLESS EVISIONS 7 �� " y r: SEALED WITH AN EMBOSSEDL. SURVEYOR'S SEA P# ii 11� . LAPft�BEHN� Thie SURVEY prepared from legal description supplied PROJECT NAME: Rondeau by client. ��o, IIeIl'IlIl SCALE FIELD SHEET FIELD BOOK &PAGE Laiid'' Surveyor' 1" = 30' NL/RS 1 File ' 10556 South Federal Highway DATE OF DRAWN PCF WORK ORDER NO. P.O. BOX 698 JENSEN BEACH, FLORIDA 34958 OF (772) 398 — 8166 FIELD SURVEY CHECKED PK FAX (772) 337 — 7404 312812006 1 24484 ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has bepeer reviewed been p e ed by Brian Stirling, P.E. f134927 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 prior to becoming a authorized user 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 & Beam connection detals. SHEET & Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home -attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to 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 A �SDM. �a7 CONTRACTOR NAME: y Vc / %� " • U LseH ARM �.�� •� CONTRACTOR LICENSE NUMBER: U C / So / 6 Lr ~ COURSE # 0002299 ATTENDANCE DATE: / ~ I I CONTRACTOR SIGNATURE: SUPPLIER: V `S 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. Chairraii sizes, length &spacing: . - . . . . . . . . . . . . . . . f. Knee braces are properly installed (if 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: No No No No 1111D Z 13 ST. LUCIE CCUNTit BUILDING 11"10N No REVIE«VED FOR C CE — REVIEW ° D B DATE 10W 1! 1 — PLANS "D ERMIT MUST BE ICEPT ON OR NO L ISPECTION WILL BE MADE. Town & Country 6005 indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors These alloy indentification marks have _ an provided to contractors and yourself for permitting purp '' . The details below illustrate the alloy indentification marks and ttfflocation 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 engineeriV. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our'pre-approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO PURSUANTTO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILD I 7E Fhl6 W/2U P e E2 0 :Q rn dO z w 3 rZ it zQ _m y N O dA w!� OLL a o, m J Q O F X Q W w o 2O Z W N N >_ Z � - W w W Z Z i W � a S U) W Ca Q U o J UJ D_ to ? Z 0 (�j H Q Z Z z W :E (D LU �- W Z J m Z_ Of U o W J O a Q o 0 N Nr U) co U . (O xa n i1; Z N LL uLL j 2 m dE E W C9 m ui O LL 6 r v m Cj a° C (3 10 0) z) o n m o W J m #E U > O m N V d o r xz m ca m J JOB NAME: ® K �y HEET OADDRESS: / L Q u9. M?03 ,6 Z z 13 cc DRAWING DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 12 C DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B'_ or'C' or'D'_ Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120 MPH or)3�+ MPH for 3 second wind gust velocity load; Basic Wind Pressure il'b- Design Pressures for Screen / Vinyl Rooms can be found on pEr3A-ii: a. "B" exposure = Fg PSF for Roofs & f_PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or 'D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3rii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structureP willb`esolid. es �cn] 3r04tL A1ALSe4iPAIM, Phone: n c / uthori=*Nase print) ' Date: Con acto ! Authorized Rep' Signature Rem PAI) JAC S"A Ua 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 . . . . . . . .. . . . . . . . . . . . . . . A. - B. Site plan or survey with enclosure location . . . .. . . . . . . . . . . . . . . C. Contractor's / Designer's name, address, phone number, & signature on plans . . D. Site exposure form completed . . . . . . . . . .. . . . . . . . . . . . . . . - E. Proposed project layout drawing @ 118' or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . . 3. Beam span, spacing, & size . . . . . . . . . . . . (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) i.".5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . (Select chair rails from appropriate 3A.2 series tables) 6. Knee braces length, location, & size . . . . . .. . . . . . . . . . . . . . . x (Check Table 3A.3 for knee brace size) 4.' Highlight details from Aluminum Structures Design Manual: Yes No A --,"Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . - -Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and/or "C" or "D" Exposure for load width Look up span on 120 MPH table and apply the following formula_ SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE (bord)= EXPOSURE MULTIPLIER (see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . - (Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load width_ Look up span on 120 MPH table and apply the a following formula: SPAN REQUIRED --I F_ REQUIRED SPAN NEEDED IN TABLE (bord)= t EXPOSURE MULTIPLIER (see this page 3) Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . D. Connection details to be used such as: 1. Beam to upright X 3. Beam to wall . . . . . . . . . . . . . . . ... . . . . . . . . . . . . - 4. Beam to beam . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . A 5 Chair rail, pudins, & knee braces to beams & uprights . . . . . . . . . . . . 6, Extruded gutter connection . .. k E. U-clip, angles and/or sole plate to deck . . . ... Foundation detail type & size . . . . . . . . . ... . . . . . . . . . . . . . - - • Must have attended Engineer's Continuing Education Class within the past two years. " Appropriate multiplier from page 1. 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'strOctural 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 11 footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction' is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" 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 8221 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 catagory 1, 11, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coaled, double zinc coated or powder coated steel fasteners. Only fasteners that are warantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event For rooms where the glazed and composite panel/solid wall area exceeds 40%, 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 = 6.87 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 "a" Basic Wind Pressure Screen Room & Vinyl Rooms Roof Walls Over Hang All Roofs 100 MPH 13.0 10.0 12.0 1 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 Well 130 MPH 2O.0 15.0 18.0 56.6 1 30 17..00 1.1402 211 6N 14P 1 0 24.0 75A 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 72d MPH wind Zone to Others. Exposure "B" Roof Walls Wind Zone MPH Applied Load (#/S Deflection (d) Bending (b)#/S Applied Load Deflection (d) Bending (b 100 10.0 1 1.09 1.14 12.0 1.08 1.12 110 11.0 1 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 Wall 0.91 0.87 21.0 0.89 0.85 150 20.0 0.87 0.81 24.0 1 0.86 0.79 Table 3A-B Conversion Factors for Over Hangs Frn w "R^ r" "x""" ,"" -- Wind Zone MPH Applied Load #/S Deflection (d Bending b 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 140-1 65.7 0.90 0.86 140-2 65.7 0.90 0.86 150 75.4 0.8E 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Ex "R'- m 1'r^ I Fr "..e" .. Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending I Deflection 0 -15, 1.21 0.91 0.94 1.47 0.83 0.88 15'-20' 1.29 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.8E 1 0.91 1.60 0.79 0.86 25'-30' 1.40 0.85 1 0.89 1.66 0.78 0.85 - mrger mean roor neignt or nost structure or enclosure Values are from ASCE 7.05 SITE EXPOSURE EVALUATION FORM QUADRANTI ! 60V EXPOSURE I I I _ _ 60T QUADRANTpFV EXPOSURE `+, I 10a 100 4p� 1 I QUADRANTII I I 40 100' I, 600• - I - EXPOSURE i I I QUADRANT III 600• EXPOSURE L- - - - - - - - - - - - - - - CO-P NOTE: ZONES ARE MEASURED FROM STRU0SI, AR ' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B', 'C', OR 'D' EXPOSURE. 'C' OR 'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant 1. Any building located within Exposure B-type terrain where the building Is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends more than 600 feet and width greater than 150 R 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 yea , site will be'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for or at (D z w m 0 Iw O C t7 6 Q z xA �E z _ m m to m O J a U) 02 Q U) LL O 2 O oi'f W iZ7� W U) J ~ O LU 17 Z ZCL Q w LLI W od W 1-- C) ZLU tn H J 0 } Q C0 2 Lu Ir- W LU 1-- Z � U Z (� Z 0 fn 0 W J W 0 Q p d w = LL 0 a� �V U� to 10 O n # Z N o J �!rNi °D LLu L W E Z m 4 E d W m LL " O C j a m za 25 m o: QI a ti LLI , X M 0) C O c a SEL/ SHEET than 1,500 feet. 4. Open terrain for more than 1,500 feet in any uu drraant. vwi SITE IS EXPO�W��LICENSEP DATE: /8 �trLLI SIGNATURE:�{ 7 08-12-2010OF 12 t7 Z tu w w z CD Z w r_ Z Z w m LN u INTERIOR BI (PER TABLES 3A JCTURE OR ALL FRAME ANELS ROOF SYSTEM ON 7 TEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM (PER SOLID PANEL HOST STRUCTURE OR ROOF SECTION) FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM (PER TABLES 3A.1.4) TYPICALsGABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAMSEE TABLES 3A.1.1 & 3A..2} 'LW' FOR H. // UPRIGHT' HEIGHT (h) 1"x 2" 'k — MI .3-1/2" SLAB ON GRADE VARIES RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL R M (FOR FOOTINGS SEE DETAILS PAGE 7) W/ SOLID ROOF TYP. FRONT VIEW F IN (HEIGHT OF UPRIGHT IS M ED FROM T 1" x 2" PLATE TO M OF WALL BEAM) 'LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION ' P/2' 'P/2'fP @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTSSEE SECTION 7 FOR DETAILS) (SEE TABLES) w of O.H. SOLID ROOF NO MAXIMUM // �(ELEVATION SLAB OR GRADE)_ =PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: 'P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-114" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN W EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-112" S.M.S. W/ WASHERS OR #10 x 2-112" WASHER HEADED SCREW 2-W O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS WI WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: j "y 100 -123 'I30 a 140 150 #8 #10, #12 #12 k-;z-j TYPICAL SCREEN ROOM SCALE: 1/8" = V-0" mW o z � o x C nm _y o Z Q A Gz r cl Q . .._.. ._ y °o ro 3 00 LL LL m W za Ea 3� 8g J o a F D o Z U) o w d 20 N z z0 y 02' Z z m y J f w W Z Q -j 0 E- a U w 0 m �v 5 M N J Z U M O o O 0 ~ U Fes- Q W i N Z a w m Z 0� o I- g� i o 3 w -� LL F Q o o N F o O F f0 I c EL r (10 � m Fz_ LL W LL " E w O t W w (30. Z m m ° d W Oa. LL J N ° r- O oLL c tiav n C U MCl w 7 N m w y m t J m -- V 5 p C of wm ZO U 0 O w z m 10 F F O 0 z 0 w p J it z w w U W W 3 Z z m 08-12-2010 I OF 1210 PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING (4) #8 x 11T S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2' ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL NITH MAX. 3.S LOAD WIDTH SHALL TO CONCRETE W/ FASTENER HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6" OF — SPACING AS FOLLOWS EACH SIDE OF EACH POST @ 24" O.C. MAX. WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 Fr 120 6'-3" 123 6'-1" 130 S-8" 140182 5'-l" 150 4'-11" - INTERNAL OR EXTERNAL 'U CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4)#10 S.M.S. ANCHOR i x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1' x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032' MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI �— EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH n 1-1/8' MIN. IN CONCRETE (ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS VAPOR BARRIER UNDER ^, W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2" = V-0" a,� � crtrvr� i c ��,NNECTION DETAIL 1" x T WITH (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS (2) #10 x 1 1/2' S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4' x 2-1/2' CONCRETE ANCHORS WITHIN — 6" OF EACH SIDE OF EACH POST AND 24' O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2" = V-0' ANCHORI"x2"CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POSTAT24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2' SLAB 2500 PSI CONC. 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM (4) #10 x 1/2" S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE 2"x2"ORTx3'OR2'S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1" x 2' EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: T = 1'-0" MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE x 2' OR 2" x 3' POST #8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x l" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR (PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = l'-0" COMPOSITE ROOF P ELS. (4)1/4" x 4" LAG LTS W/ 1-114" FENDER WA ERS PER 4'-0'PANEL ROSSTHE FRONT AND 2 O.C. ALONG SIDES 2" x 2" OR2" x 3" HOLLOW GI RT AN D KICK PLATE 2" x 2' HOLLOW RAIL 1" x 2-1/8" x l" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL #8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER #8 x 9/16" TEK SCREWS BOTH (PER TABLE) WITHIN 6" OF SIDES EACH SIDE OF EACH POST @ 1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO B 24" O.C. MAX. RECEIVING CHANNEL W/ MIN. (3) #10 MIN_ 3-112" SLAB 2500 PSI S.M.S. IN SCREW CONC. 6 x 6 -10 x 10 W.W.M. ® ® CONCRETE ANCHOR OR FIBER MESH ° aa, (PER TABLE) VAPOR BARRIER UNDER ° 1-118" MIN. EMBEDMENT INTO CONCRETE CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = T-W EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT ALTERNATE CONNECTION: 2) #10 x 1-11T S.M.S. 'HROUGH SPLINE GROOVES ;IDE WALL HEADER CTACHED TO 1" x 2" OPEN SACK W/ MIN. (2) #10 x 1-112" ;.M.S. PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'U CLIP OR'U' CHANNEL W/ MIN_ (4) #10 S.M.S. t- ROOF TYPICAL UPRIGHT DETAIL / SCALE: 2" =1'-0' 0 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 CONCRETE W/ 1/47 x 2-1/4' x 2" OPEN BACK ATTACHED 1' CONCRETE/MASONRY TO FRONT POST W/ ANCHORS @ 6" FROM EACH #10 x 1-1/2" S.M.S. MAX. 6" POST AND 24" O.C. MAX. AND FROM EACH END OF POST WALLS MIN. 1" FROM EDGE OF AND 24" O.C. 1" CONCRETE MIN. TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = T-O" SNAP OR SELF MATING BEAM ONLY S ATTACHED PER SECTION rH DER ATTACHED TO POST / MIN. (3) #10 x l-11T S.M.S. IN SCREW BOSSES 2"x 2", T x 3" OR 3"x 2' HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH (3) #10 x 1/2' S.M.S. IN SC BOSSES 1" x 2" OPEN BACK BOTTOM RAIL I 1/4" x 2- 4" MASONRY ANCH @ 6" FROM EACH POS AND 24" O.C. (MAX.) SCREW BOSSES I I O I I SNAP OR SELF MATING BEAM 1 ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = l'-0" OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR 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. d m J Q C0 2O Z 0: U) } J V W 0 U_ M -I Z } O M U ~ Q W U) Z U) gw :) W Z_ W U) J Q Nt a F CD Cfl n ID k z a z C9 -•-I W M � p Z LL W LL w m E W O g w 2 m m S a-Lu ma x � O o a m C a v p w 0 C U(Dco > m m a N W U L m O m gym`" c O C K tu m C7 Z d c of w m z z ID C9 z L m a O SHEET z U 1 z z w w co 4 Lu � w w z U) z � m 08-12-2010 OF 12 O [SOLIDMz EDGEAM N TYPE) (PI OR 3A) " MAXIMUMW a2WE2 IF KNEE BRACE LENGTH 5; > > rn w M W EDGE BEAM TABLES: EXCEEDS TABLE 1.7 USE w= z 3A.1.1, 2 CANTILEVERED BEAM y 0'rn O CONNECTION DETAILS W _ 2 0 w 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 I ® 2" x 2" x 0.062" ANGLE EACH ® EXTRUDED SIDE (3) EACH #8 S.M.S. EACH I ® OR SUPER LEG INTO T INTO GUTTER MAX. DISTANCE TO GU GUTTER(MIN.) HOST STRUCTURE WALL '`,`FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER (OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE: 2" = T-0" rn w ROOF PANEL (SEE SECTION 7) BEAMS MAY BE ANGLED FOR 11 GABLED FRAMES _ ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND — SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) (SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) POST NOTCHED TO SUIT #10 x 1-112" @ 6" FROM TOP AND BCITTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION. SCALE: T = T-0" 1-3/4• x 1-3/4" x 0.063" RECEIVING CHANNELTHRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM (SEE TABLE 3A.3 FOR NUMBER OF BOLTS ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR -NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) BEAM AND POST SIZES I (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) #10x 1-1/2• @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: T = T-0" HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND # OF BOLTS (SEE TABLE 3A.3) 2" x _" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR Z) #10 x 3/4" S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE EQUIRED _ POST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 2" x 9" x 0.072• x 0.224' BEAM SHOWN tias y 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) WHEN FASTENING 2" x 2' THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. qPP ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksl db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2ds 2"x 6"x 0.050"x 0.120" UPRIGHT SHOWN a9e�� ti STRAP TABLE BEAM SIZE SCREWS #/SIZE STRAP LENGTH 2" x 7" 4 #12 z-3/4• 2• x a" 4 #14 1 3-1/4' 2*x9• 4 914 1 3-1W x 10 6 14 1 NOTES: I • ALL SCREWS 3/4"LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION PRIMARY FRAMING BEAM (SEE TABLES 3A.1.1, 2) 1-1/2" x 1-1/2" x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-112" INTERNALLY INTERIOR BEAM -TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: T = T-0" ANGLE OR RECEIVING CHANNEL EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECTED WITH (2) #10 x 1-112" INTERNALLY MINIMUM #8 S.M.S. x 314" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES INTERIOR BEAM TABLES: 3A.1.3 2x. W (L F 0m a BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 318" x 2" LAG SCREWS PER SIDE OR \ TO CONCRETE W/ (2)1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM \ DEPTH LARGER THAN 3" NOTES: 1. Door to be attached to structure with minimum two (2) hinges. ALTERNATE CONNECTION: (1) 1-3/4" x 1-314" x 1-3W x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8' x 2" LAG SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3)1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH 2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4' S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from lop 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' S.M.S. at 12" on center and within 3" from and of upright TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. O z 0: w Q. Of O LL w Co O z z R w w z 3 z w m O LL dA z < OLL a� d J Q Z C/) 20 ZD LF) 0� W >_ J W Z H W W 06 O U M J z % O of U ~ HQ w In Z In W W Z_ 2U) J Q Nt is (0 Ic Ll W IL W 6 5 x E c m a � O LL n cv m C Q. y 0) , wo" m ii n � CO LLI toor (D m V O C m, d c 0 a � H uj d 0 m F7 2QQ/ SEAL w w U SHEET z VU)z w ul W 5 ul coz M SCALE: 2" = V-W 08-12-2010' OF 12 [0 ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4' x 2-1/4" MASONRY ANCHOR WITHIN 6" OF POST AND 24" O.C. MAXIMUM _ RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF APPROPRIATE DETAILS) 8" x 8" x 16" BLOCK WALL (MAX. 32") CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) (1) #40 BAR CONTINUOUS (1) #40 BAR AT CORNERS AND 1V-0" O.C. FILL CELLS AND KNOCKOUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK 6 x 6- 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (2) #40 BARS MIN. 2-112" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" = T-0" W '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 V-4" r— ro W z W �W rn 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 Y O.C. MAX. FILL CELLS W1 2,500 PSI PEA ROCK CONCRETE m4 WITH (N) #5 BAR CONT. TING in ryy �e LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-112". concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM 63- (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 LocaLcode footing requirements shall be used in of the minimum footings shown. Orange County footings ;shall be a minimum of 12" x 16' with (2) #50 continuous bars for structures / buildings over 400 sq. R. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = T-0" NEW SLAB �'�` 12' 44" EXISTING SLAB #30 RE -BAR DRILLED AND EPDXY SETA MIN. 4" INTO ,MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4' CONTINUOUS 7V 8" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING V' 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 W/ 1/4" x 1-1/2" FENDER 3/4" PLYWOOD DECK WASHER (SEE TABLE 4.2) @ 6" � FROM EACH OF DE T I AND 24" O.C. PIERIMETER 1-1/2' (MIN.) 114" LAP PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16- O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2" 5W P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = 1'-0' 1/4" x 6" RAWL TAPPER THROUGH 1' x 2" AND ROW ALUMINUM FRAME SCREEN LOCK INTO FIRST COURSE OF WALL BRICKS ROW LOCK BRICK KNEEWALL TYPE S ALTERNATE CONNECTION OF. MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL BRICK OR OTHER NON- STRUCTURAL KNEE WALL 4" (NOMINAL) PATIO 1" WIDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES @ EACH POST FROM POST TO CONCERNING FIBER MESH) FOOTING W/ (2) #10 x 3/4' S.M.S. STRAP TO POST AND -'- - - -• a (1)1/4"x1-3/4"TAPCONTO ° (1)#50BARS W/3"COVER SLAB OR FOOTING '" (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = V-0" (2) #5 BAR CONT. (2) #5 BAR CONT. 2' MIN. 1" PER FT. MAX. FOR .(1) #5 BAR CONT. 2'-0' MIN. ALL — e l . BEFORE SLOPE SLABS) 'a ' 812" TYPE 1 TYPEII TYPE III F T SLOPE / NO FOOTI MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0-2" / 12" 2" / 12"- V-10" > V-10" 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris- rnnts- and m —t-i nrinr to nlscomcnf ..f rnn fn requirea. Ni SIaDS snail De 3-11Z• (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 e3- (Formerly Fibermesh MD) per manufacturers specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0' shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 3/4" = V-V 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) 16"M�� N. Sd MIN. TOTAL /,� 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (2) #50 BARS CONT. W/ 3" COVER LAP 25" MIN. 3-112" /' ! _, t 6 \ ' • \-�k MIN. 6 MILVISQUEEN VAPOR -16" MIN. BARRIER IF AREA TO BE ENCLOSED TERMITE TREATMENT OVER UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibermesh 0 Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY. FLORIDA EXISTING FOOTING (2) #5 BARS "DOWELED INTO EXISTING FOOTING W/ EPDXY 8" EMBEDMENT, 25" MIN. LAP SCALE 1/2" = V-0" 8" NEW SLAB W/ FOOTING — — y — — — — — — — — — — — TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" = V-0" TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 TABLES) #10 x 1-112" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM (2) 114" MASONRY ANCHORS (PER SECTION 9) INTO CONCRETE EXISTING WOOD BEAM OR _Z HEADER k 2 of 114" x 2" LAG BOLT (2) PER a - POST O 0 1" x 2" TOP AND BOTTOM > PLATE SCREW 2'-0" O.C. m O Z K W W _Z (D Z W O LL EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" =1'-0" 0 C d0y z � w c �E z Q m rmn m J Q <2 *O Z0 ro J J �> w W °a 0 W U M J >_Z O U U ~ f�. Q W U) Z (n W W _cZ 0� G f/) J Q d .:a zLL0 am It m 9 rfl O°' Z N m LL Lu — - zLL m #f E Z W 10 LL 0_ O a N � 0 m C U M n m rr rn a LLI y N co s o a) = m U � C d C O � n d m 1 i— m z CD m S w SHEET W z 0 z W 0 � W 6 Z W m 12 OB-12-2010 OF 0 UNIFORM LOAD ril A B SINGLE SPAN CANTILEVER UNIFORM LOAD 1 1-4 A B C 2 SPAN UNIFORM LOAD 1 ¢� A B 1 OR SINGLE SPAN UNIFORM LOAD ` A B C D 3 SPAN A 1 B 1 C 1 D 1 E 4 SPAN NOTES: 1) 1 = Span Length cL = 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. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. fr U o (z vay� A (3la• L) ALLOWABLE BEAM SPLICE LOCATIONS YH:l��i1�Mt� SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON EACH * d-.50" d-.50" 1' MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB 75' PLATE CAN BE INSIDE OR •75" OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1" MAX" NOT NUMBER OF SCREWS HEIGHT 2 x (d - .50") LENGTH Mlnimum Distance and Screw Size ds (in.) Edgeto Center 2ds fln.1 Center to Center 2-1/2ds in. Beam Size Thickness m. #8 0.16 3/8 7/16 Y x 7" x 0.055" x 0.120— Ill = 0.063 #10 0.19 318 112 2'x8"x0.072"x 0.224" 118=0.125 #12 0.21 7/16 9/16 2"x 9"x 0.072"x 0224" 118=0A25 #14 or 1/4' 0.25 1/2 5/8 Tx9"x0.082"x0.306" 1/8=0.125 5/16" 0.31 518 314 2" x 10" x 0.092' x 0.369" 1/4 = 0.25 refers to each side of splice "" use for 2" x 4" and 2" x 6" also Note: 1. All gusset plates shall be minimum 6052 H-32 Alloy or have a minimum yield of 30 MI. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0' TRUFAST SIP HD FASTENER m "P+1-1/2" LENGTH (t+1") @ 8" O.C. t+1-1/4" o i SELF -MATING BEAM °x a (SIZE VARIES) ® ® e a m \ rJ 0 \ zE o \ W c 5 SUPER OR EXTRUDED GUTTER 2" x 2" ANGLE EACH SIDE 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 THRU-BOLT # AND SIZE PE TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER R z Q to m OM LL 0 cc CC O O 3 Lj m f0 �[a 8g z J O Q F w ww Z U) o [L �O z z z m W C0 } J W W LU Z Q - 0 > W � W 06 a g D U c7 n O J H } O c z L) rn 0) HQ tL z o W y Z _j o_ LU w LU 0: C/) 0 W LL W J " H Q N 0 C• i— cc �} co L ac Q d Z N r0 Q z L w a: U w J zm#� LIJ o W 0_ w 0 a C 0 o C a n w LL ti c Y U C U cn- 0 �. jm � N r0 Q LLI .0L o ��zm°. a)O U O m z Li 0 FO W cc O Z .J O o z _W o � m � a ' O cc a 20 0 O t7 z K a W W SHEET z !� W W 7 � W W Z Z � m 08-12-2010 OF 1 � m � a ' O cc a 20 0 O t7 z K a W W SHEET z !� W W 7 � W W Z Z � m 08-12-2010 OF 1 Table 3A.1.1-130 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 " For 3 second wind gust at 130 MPH velocity: usinq design load of 15.0 #!SF (56.61HSF for Max Cantileverl 2" x 2" x 0.D40" Hollow 2" x 3" x 0.045' Hollow Load Width (fL) Max Span'L'/(bending'W or de6ection'dj Load Width (IL) Max Span 'L'/(hending'W or deflection'dj 1&2 Span 3 Span 4 Span C.M ever 182 Span 3 Span 4 Span CaMax ver 4 630 d 6'-5" d1 6'-7' d 0'-1V d 4 T-W d 8'-11" d 9'-2" d 1'-S d 5 4'-10" d 5'-11" d1 &-1" d 0'-11' d 5 6'-9' d 8'4' d 8'-0' d 1'-3- d 6 4'-7d 5'-8" d 1 5'-9- d 0-10- d 6 6'4' d 7'-10- d 8'-0" d V-3- d 7 4'4' d 5'4' d 6-6' d 0'-10' d 7 6-0' d 7'-5' d T-T d 1' 2- d 8 4'-2' d 5'-1' d 5'-3" d 0'-9' d 8 5'-9' d T-Y d 7'-3- b 1'-1' tl 9 3'-11' d 4'-11' d 1 5'-0- d 0'-9- d 9 5'-7' d VAO" d 6'-10' b 7 1'-1' d 10 3'-10' d 4'-9" d 4'-10' d 0'-9- d 10 5'4' d 6'-T d 6'-0' b 1'-0' d 11 3'-9' d 4'-T d 4'-8" b 0'-9' d 11 5'-2' d 6'-5' b T-2- b 0'-11- d 12 3'-7' d 4'-0" d 1 4'S' b I 9-W d 12 .., ._5'.1=., d - 6'-Y b I 5'-11' b I 0'-11" d 2" x 3" x 0.060" Hollow ' 2"x4" x 0.050" Hollow Load Width (ft.) Max Span 11(bending W or deflection'dj -Load" Width (R) - Ma:T. Span'L'/(bending'b' or deflectlon'dj 1&2 Span 3 Span 4 Span Ca Max. il . 182 Span 3 Span 4 Span Candle er 4 8'-1' d 9'-11" d 10'-2' d 1'-6' d 4 9'-V d 1 11'-9" d 11'-11- d 1'-10" d 5 7'-6' d 9'-3' d 1 9'-5' d V-6' d 5 8'-10' d1 10'-11' d 11'-1" d 1'-W d 6 7'-1' d 8'-8' d 1 8'-11' d 1'4" d 6 8'4- d 10'3d 10'4" b 1'-7 7 6'-8- d 8'-3- d 8'-5" d 1'3- d 7 7'-11' d 9'-9" d 9'-7" b:V--.-4d-d 8 6'-5' d 7'-11' d &-I- d 1'3- d a T-6' d 9•-3" b &-1T b 9 6'-2' d T-T d 7'-9' d 1'-2' d F-:9- -T-3' d ^8'-9' bl 8'-5- b 10 &-11" d T4' d I d 1'-2' d ::-.10, -6'-11- d `-8'L3" "b T-11' b5'-9" d 7: V d 7'-3- b 1'-1- d 11 6'-9' d T-11'b 7'-7' b5'-7- d 6'-11- d 6'-11' b 1'-1° d 12 6'-7' d 7'-7' b T-3' b "x2"x0.045"Hollow .. ............... (� eee 1plplp ` - � .--- „ µ Load Width(fL) Max. Spa n'L'!(bending'b or deflection'dj 1&2Span 3Span 4Span ax CaMntilever 4 5'-11" d 7'•3' d T-5" d T-1" d 5 5'-6' d 6'-9" d 6'-11' d 1'-0' d 6 5'-2* d 6'4' d ' d 0'-11' d� 7 4'-11' d 6'-1' d 6'-2" d U-11- d a V-W d 5'-9' d 5'-11" d 0'-11" d 9 4'-6" d 5'-7' d S-a" d 0'-10" d 10 4'4" d 6-4- d 6-6- d 0'-10" d 11 4'-Y d 5'-2' d 6-4° d 0'-10' d d 5'-1' d 1 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 may be interpolated. Table 3A.2130 Town & Country Industries, Inc. 60957CI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For,-3`second wind ust at 130 MPH veloe ; using design load of 18.0 fNSF Sections ributary Load Width 9M=Membe 'Spacing a T-D" 1 3'-0" 4' i V-6' I S'-0" F 5'4- 1 6'-0" 6'-6' I T-0" T-6" -Allo ble a t'H'lbendin or defle on 'd' 24x.27 x 0.040" Hollow 7'-3" b1 61-9' 614, 5'-11' b I 5' li" b 64' b 1 S-2" b 4'-11" b1 4'-9" b 1 4'-7' b 3" x2" x 0.045" Hollow 7'-11" h1 T4' b- -b1 6•-6" b 6'-2' b 5'-10' b 1 5'-7" b 5'-5" b1 5'-2" b 5'-0' b 25rG,'.x0.045" Hollow 9-0' 1 84 7-10 b 74 b 6'AI_ 6-8' b 1 6-4" 6'-1'S' S-11" 5-8' 2',a3' x 0.060" Hollow 11'4' b1 10'-V b 9'-10" b 9'-3° b 8'-10". 8'-0' b b T-5° b 7-2' b 2"x4"x0:050" - Hollow= •10'-11' b 10'-1' b 9-5" b 8'-11' b 8'-5" r 8+0'-` b- 7'bb T-1'- b 6'-11' .'b 2'X5'x0.062"--�^}--Hollow•- 15510- b 4'-W b 13'-9° b 17-11" b 12'-3°t.. - ,_ : �11'3' bb 10'-5" b 10'-0"b 2" x 4" x 0.046 x 0.116" S.M. . 13'-4 4' 11-7' b 1 -11" 10'4" b 9-10 95° 8.9 8'-52"x5"x0.050"x0.135" S.M.B. 16'-1b 14'-10' b 13'-11" b 13'-1' b 12'-5" b 1-10b 11-4 bb 10.6" b 10'-2' b 2" x 6" x 0.050" x 0.135"S.M.B. 18W" 17'3" b 16-1" b 15'-2" b 14'-5- b 13'-9'b 13'-2-b b Wb 12'-2" b 11'-9' b 2'x7 x0.057' x0.135" S. .B. 2 4 20-0" b 194" b 18'-Yb 7-3b 16-6' 15-9' 14- 1 -1 2' x xox 0.072" x 0.24D" S.M.B. 2T4b 25'-3' 23'-8° b 224' b 21' 2" b 20'-2- b 19'4- b b 17'-11' b 1T-3' b 2" x 9" x 0.072' x 0.239" S.M.B. 31 -8b 29--3" b 27'.5" b 25'-10' b 24'-6- b 234' b 22'4'b b 20'-8" b 20'-0' b 2'x9"x0.082"x0.321" S.M.B. 35'4' b 37-8' b 30'-T b 28'-10' b 27'4" b 26'-l' b 24- 1b b 23'-1" b 22'4' b 2"x 10 x 0.092"x0.389 S.M.B. 48-5 45--10 2- 0 40'-b- b 384 b 36'-6 34'-11' b 32 �5" . b 313' 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. _ •� - _.r, P r ; Q� v Table 3A.1.3-130 Town & Country Industries, Inc. TCI 6005 {Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms.; Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 XSF TribuLo tary ad Width 2'-0" T-0" 4'-0" 5'-0" 6'-0' T-0" 8'-0' Hollow Beams Allowable Span'L'! bending'b' or deflectlon'd' 2' x 4" x 0.050" 11'-11- d 10'-5- d 9•-6' d 8'-10' d B'-3' d T-11' d T-6' d 6'-11' d 6'-7 di 6'-0' di 5'-11' dl 5'-9' d Self Mating Beams Allowable Span'L'! bending'b' or deflection'd' 2" x 4" x 0.045' x 0.115' 13'3' d 11' 7' di 10'-6- di 9'-9- d 9'-2' di 6'-9' d 8'4' di T-9' di T-0' d 6'-11" d 6'-6' d 6'4' 2" x 5" x 0.050" x 0.135" IV-5' d 14'4' d 131-T d 12'-1' d 11'-4' di 10'-10' d 10'4- di 9'-7- d 9'-0- d 8'-7- d 8'-2- d 7"'-11' d 2" x 6" x 0.050" x 0.135" 19'-3- d 16'-10' d 15'3" d 14'-2- d 13'4' di 17-W d 17-1- d 11'-3- d 10W- d 10'-1- d 9'-7- d 9'-W d 2" x 7" x 0.0S7' x 0A35" 21'-11' d 19' 2" d 1 T-5- d 16'-2' d 16-3" di 14'-W d 13'-10" d 12'-10- d 12'-1' d 11'-6- d 10'-11- d 10'-7-d 2' x B" x O.D72" x 0.240" 2T-1- d 23'-8' d 21'-0' d 19'-11' d 18'-9" d 1T-10' d 1T-1- d 1SAT d 14'-11' d 14'-2" d 13'-T d 13--0- d 2" x 9' x 0.072' x 0.239' 29'-10' d 2 ' ' 6-0 d 3-8 d 2' 21"Al"d 2' ' 0-0 di 19'-8' d 18'-9' d 17'-5' d 15S' d 15-7- d 14'-11' d 14'4' d 2- x 9" x 0.082" x 0.321' 31'-11' d 27'-11' d 25'-4- d 23'-6- d 2Y-2' d 2Po"d 20'-1' d 16-8' d 1T-T d 16'-W d 15'-11' d 15'-4'- d 2" x 10" x 0.092" x 0.369" 3T-1' d 37.4' d 29'-T d 2T4- d 25-0' d 24'-5' d 23'-4' d 21'-8- d 20'-5- d 19'4- d 18'-6- d 1 T-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 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 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 #!SF Self Mating Sections Tributary Load Width •1M = Purlin Spacing S-0" 6'-0" T-0" 8'-0" 9'-0" - 10'-0" 11'-0' 12'-0" Allowable Span'L' l bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115" 13'-1- d 124- d 11'-5- b 10'-8- b 10'4' b 9'-7- b I 9'-1' b 11-9' b 2" x 5" x 0.050" x 0.135" 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 D.135" 18'-11' d 1T-10' d 16'-10" b 15-9' b 14'-10' b 14'-l' b 13'-5- b 12'-11" b 2" x 7' x 0.057" x 0.135" 21'-9' d 20'-5' d 19'-5' d 18'3' b 1T-0' b 16'-4' b 15-7' b 14'-11' b 2" x 8" x 0.072" x 0.240" 26'-9' d 25'-2' d 23'-11' d 22'-11" d 22'-0" d 20'-11" b IT-1 I" b I VA" b 2" x 9" x 0.072" x 0.239" 29'-5' d 2T-W d 264' d 25-2" d 24'-0" b 22'-9' b 21'-9' b 20'-10' b 2' x 9" x 0.082' x 0.321' 31'-T d 29'-8' d 28'-Y d 26'-11' d 25-11' d 25-0' d 24'-1' b 23'-1' b 2" x 10' x 0.092" x 0.389" 36'-T d 34'-5' d 323' d 31'-3' d 30'-1' d 29'-W d 28'-2' d 2T-4" d Notes: 1. Tables assume extrusion oriented 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 qust at 130 MPH velocity: usina desion lead of 19.0 WSP Sections Tributary Load Wldth'yY'; Puriin Spacing 3'-0" 3'-0" 4'-0' 4'-0' Y-0' S'-6' 6'.01 6'-0' 1 T-0' I T-6' Allowable Height 'H' I bendin 'b' or deflection'd' 3" x 3" x 0.045" Fluted W x 3" x 0.060" Square 9'-V b 8'-9' b 8'-2" b T-9" b T4" b 6'-11' b "" b 6'-5' b 6'-Y b 5' 11" b 3' x 3' x 0.093' Square 13'-T b 17-7' b 11'-10' b 11'-1' b 10'-7' b 10'-1- b it b 9'-3- b 8'-11' b 8'-7- b 3" x 3" x 0.125' Square 16'-3' b 15-0" b 14'-1° b 13'-3' b 12'-T b 11'-11" b .1llr_' b 11'-0- b 10'-8° b 10'3" b 4' x 4' x 0.125' Square 20'-11" b 19' V b 18'-2" b 1 1T-2- b 16'3- b 15'-6' b 14'-10' b 14'3' b 1 13'-9- b 1 13'-W b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005.alloy-shapes.when using.this.engineering.. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING �m rum O a o, = am r4 Z O H g W� m C z Q 3 O CoLL 0 O O� O � LL cow z¢ i� 30 sg "J o o D Z Q 2 a o MO N m Z W Z W W 0. � h m 0 J LL N V O Q O Cl) �Z �Z Z Q W Z m Z ir O o W O0 C Q LL o N � n � � r k 2 LJL WLL� W W z a M 8 d LL O n a) gWrv'IL _m c ti oC, ai 0) jy m D: o c ti . .-a N._a LU -, x 0) U O m p: c a f0 m Z a W ZT4�� EET z t7 Z W 8-130 W m OF 12 0 #8 x-142- S.M.S. SPACED EXISTING TRUSS OR;RAFTER —� @ 8" 0`.C,. BOTH SIDES CAULK �l L EXPOSED SCREW HEADS #10 x 1-1/7S;MwSi OR WOOD �1 WOODSCREW(2) PER :: :.:.:::_:• RAFTER OR TRUSS TAIL - ' '- #10 X 3/4"'S'.M.S. OR WOOD /,., SCREW SPACED @ IT O.C. :f: ::•. ::.:...... .. �— ..ROOF'PANEL '1 Jr \ ` EXISTING FASCIA EXISTING HOST STRUCTURE SCALE: T =1'-W #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR , 1 -/77 _ S.M.S. SPACED @ T O.C. OTHER CONSTRUCTION FOR MASONRY USE: (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ IT O.C. FOR WOOD USE: #14 x 1-11T S.M.S. OR WOOD SCREWS @ IT O.C. EXISTING TRUSS OR RAFTER (2)#10 x 1-11T 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 " FOR FASTENING TO ALUMINUM USE TRUFAST FLOOR PANEL HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D' EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: T =1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-114" 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'1606FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH -WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING :LQNUERSION: 1100-1231 130 1140 150 #8 1 #10 1 #12 1 #12 REMOVE RAFTER TAIL TO I HERE REMOVE ROOF TO HERE I I #8 x 1/2" S.M.S. SPACED j @ PAN RIB MIN. (3) PER PAN EX15T:INGTRUSS OR RAFTER FLASH UNDER SHINGLE #.10 x 1-1/2" S.M.S. OR WOOD w J _ - - - SCREW (2) PER RAFTER OR O Z a TRUSS TAIL a o HOST STRUCTURE 1-1/2" x 1/8" x 11-11T 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" REMOVE RAFTER TAIL TO - - - --.HERE- - REMOVE ROOF TO HERE I #8 x 1/2' S.M.S. SPACED I @ 8" O.C. BOTH SIDES EXISTING TRUSS OR RAFTER. - FLASH UNDER SHINGLE #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE COMPOSITE ROOF PAN HEADER ` NEW 2x FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: T =1'-0" 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING r- ROOF PANEL' SCREW #10 x ('P + 1/21 W/ 1-1/4" FENDER WASHER POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: T = V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN #8 x 314' SCREWS @ 16" O.C. #8 x 1/2" SCREWS @ EACH RIB ROOF PANEL ao 1-1/2" x 1/8' x 11-1/2" PLATE OF 6063 T5, 3003 H-14 OR 5052 H-32 #8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4' MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24' O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 1Y O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: T = l'-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8x 1/2" LONG CORROSION RESISTANT S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. #8 x 112" ALL PURPOSE SCREW @ 12" O.C. 3 m BREAKFORM FLASHING 6" 10" ` o zLL � o am Z Q n �i E m c m Ze 3" COMPOSITE ROOF PANEL (SEE SPAN TABLE) y o m o 0 STRIP SEALANT BETWEEN o ° FASCIA AND m ,LL 1/2' SHEET ROCK FASTENTEN TO TO z a fir PANEL W! 1" FINE THREAD SHEET ROCKO CREACH WAY WHEN SEPARATION BETWEEN 8 5 FASTENING SCREW SHOULD DRIP EDGE AND PANEL ISLESS THAN 3/4" THE FLASHING z BE A MIN. OF 1' BACK FROM SYSTEM SHOWN IS REQUIRED a THE EDGE OF FLASHING E = ui ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q 2 U) o SCALE: T= l'-0" m 0 J N Q NOTES: W z 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. J 0 w 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL >- Z w 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. W Z 0 a 0 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5; p IL m 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W °� W m INSTALLED. o 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS U Z N MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS F- J 0 w DROP. V L) 0 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12' 0 I j v .03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE Q Z z FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. Z d -p 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 11T W a SEPARATION MINIMUM. to 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. Z W' OD 0¢ U) 12 LL Q n 0 N EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME N z 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 0 040 ANGLE W/ #8 x 1/2" of SMS.@4 O.C. LL d COMPOSITE ROOF PANEL w m O z w w HEADER (SEE NOTE BELOW) w Z #8 x (d+1/2") S.M.S. @ 8" O.C. z w It FOR MASONRY USE 0 1/4' x 1-1/4" MASONRY a ANCHOR OR EQUAL 41 ' @ 24" O.C.FOR WOOD USE #10 x 1-1/2' S.M.S. OR WOOD C7 SCREWS @ IT O.C. ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: T = T-0" COMPOSITE ROOF PANELS SHALL BE ATTACHED TOEXTRUDED HEADER W/ (3) EACH #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. w EL O U � � F w co a om Z`� n z ZE -� WmM O W 6 m x E O x 0_ W. "m m 0 v m a. w C5 co m ti CID_a K W w J m 0:a) > # m m a zO r z 0 w 08-12-2010 OF 13 �3E/A�I z z w EET z z w 10B z w m 12 ro *2.0OW" * *2.00"ef'I 2. 0" A = 0.434 in? A = 0.776 in? 0 40" o Ix = 0.234 in.' Ix = 1.953 in. ° N 0.046 o Sx = 0.977 in? � Sx = 0.240 in? � 6005 - T5 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION °•072° m SCALE 2" = T-0' A = 1.855 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C. Ix = 16.622 in' TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? * 2.00" � 6005 - T5 I 2" x 4" x 0.046" x 0.115" SELF MATING SECTION 045' o A = 0.538 in? SCALE 2" = V-W Ix = 0.642 in STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Sx-- 0.42 ? * 2.00' * TOP AND BOTTOM OF EACH BEAM 6005 5 I I 2" x 8" x 0.072" x 0.240" 2" x 3 W SECTION SELF MATING SECTION SCALE- 2" = 1'-0' A = 0.964 in? Ix = 3.688 in. ° SCALE 2" = 1'-0" 0 2.00' �` 0.050" Sx = 1.475 in? TI 6005 - T5 * 2 00" 0.060" o A = 0.768 in? I I M Ix = 0.530 in' Sx = 0.585 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 6005 - TS TOP AND BOTTOM OF EACH BEAM 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.135" SCALE 2" = T-W SELF MATING SECTION 0.072" o SCALE 2' = 1'-0' rn A = 1.999 in? 2.00"* Ix=22.116in' (IN Sx = 4.915 in?97in? 6005 - T5 28 in!714 in? A = 1.098 in? T5 Ix = 5.938 in. ° 0.050" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 2" x 4" x 0.050" HOLLOW SECTION Sx = 1.979 in? TOP AND BOTTOM OF EACH BEAM SCALE 2' = 1'-0" 6005 - T5 2" x 9" x 0.072" x 0.239" SELF MATING SECTION 3.00" SCALE 2' = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. A = 0.552 in? TOP AND BOTTOM OF EACH BEAM ,0.045" o Ix = 0.342 in' * 2 00" N Sx = 0.342 in? 2" x 6" x 0.050" x 0.135" I I 6005 - T5 SELF MATING SECTION 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0" FF SCALE 2" = 1'-0" 2.02" 2.00" 0.082" o 0 A = 2.398 in? Ix = 27.223 in' Sx = 6.050 in? 0 0.06' q o _A=.1.277.in? .Ln 6005 -.T5 ... 0.060' n Ix = 8.873 in. Ix = 2.987 in.' Sx A = 0.9in? Sx = 2.534 in? Sx= 1.195 in? 6005 - TS STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. 6005 - T5 TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.062" HOLLOW SECTION 2" x 9" x 0.082" x 0.321 STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" D.C. " SCALE 2" = 1'-0" TOP AND BOTTOM OF EACH BEAM SELF MATING SECTION SCALE T =1'-0" 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2" =1'-0' * 2.00' 0.090" o0 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 0.389" SELF MATING SECTION SCALE 2" = 1'-0" Town & Country 6006 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 pro wding this document to simplify the mdentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR �m O z � G o x LLm m Z O N ; N N Y w C z¢ m mca 0, y m 0, dip � LL Q J zQ 20 3� a5 Q 0 w o B � N 2 U � Z O W (� Z J a WZIL LU �> n J Q V W 0 �a = z rn Z U) W 0 m ? U c U) o J Q U. � 0 N co co 9 Z N A, J W M v rL W i3 x E c m a r O LL n d; ¢ 0 v m 0) EL cc N J o n m LL� ~ rO n f v7 o...v..t CD J m of C U a c J /VIL O 7 10 Z L a w S EET W Z z z w °I1 zz Z z W _ m 08-12-2010 OF 12 0 UCIVCiWL mLi I CJ Kim A r"CL•Ir'IL•,Kt IVPIJ: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2. Sheathing, 112" 4 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8A.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. Al fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should,not be used. 9: An project covering a pool with asalt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to 'base anchoring systems but includes all connection types. :Tie anchorsystems in the Fastener section are designed for a 130 MPH wind ' Ioaa..Multipliers for other wind zones lave been provided. Allowable loads +-rr iriclude'a 133% wind load increase asprovided for in The 2007 Florida Building Code_ With 2009 Supplements. The use#of this multiplier is only allowed once and 1 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 aura a. , Allowaole L0aa5 Tor Concrete Anchors Screw Size Embedment (in.) Min. Edge Dist 8�TeAfl­ablaSLoadrsDepthAnchorSpacingd=diameter 5d (in.) n ZAMAC NAILIN (Drive Anchors) 1/4' ` 1-112" - _ - 1-1/4' _273#_ _236#_ r 1-1/4' 3169 - 236# -"-----TAPPER-(Concrete Screws --` 3116" 1-1/4' 151116" 288# 167# 1-3/4' 15/16' 371# 259# 114" 1-114" 1-114" 427# - 200# 1-314' 1-1/4" 544# 21 B# 3/8' 1-1/2" 1.9/16' S11# 402# 1-3/4' 3-3187 703# 455# POWER BOLT (Expansion Bolt) . 1-1/4" 624# 261# 5116" 3" _ _,,..�---1-7/8"-�^n =51#�. 1-9/16""_' = 1;575#_1� - $425#.), -V2" -- -5"" 1 2-1/2' 1 2,332# 1 2,220# POWER STUD (Wedge -Bolt ®) 114" 2-314" 1-1/4" 812# 326# 4-1/4" 1.7/8" 1,358# 921# 2.114' 3,288# 1 2,202# Wedge Bolt 1/4" 2.112" 2-114" 878# 385# 318"1 3-1/2" 1 3-114" 1,705# 916# 112' 1 4" 1 3.3/4' 1,774# 1 1,095# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to yawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 forwind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. B. 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-V O.C. allowed span = 20'-5' (Table 1.1) UPLIFT LOAD = 12(BFAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20AZ)xTxl0#/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 ps.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs.) #8 0.164" 122 139 153 200 228 255 010 0.190" 141 161 177 231 263 295 #12 0210" 156 178 196 256 291 327 #14 0.250" 186 212 232 305 34- 389 529 1/4' 0.240" 179 203 223 292 333 374 508 5116" 0.3125" 232 265 291 3al 433 486 661 319" 0.375" 279 317 349 457 520 584 793 1/2" 0.50" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Screw/Bolt Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082' 1 0.092" 0.125" #8 0.164" 117 133 147 192 218 245 #10 (1190" 136 154 170 222 253 284 #12 0210" 150 171 188 246 280 293 #14 0250" 179 203 223 292 333 374 508 114" 0240" 172 195 214 281 320 358 487 5/16" 0.3125" 223 254 279 366 416 467 634 3/8" 0.375' 268 305 335 439 499 56D 761 1/2" 0.51. 357 406 447 585 666 1015 -Z!L-L Allowable Shear Loads on Screws for Nominal Wall Thickness ('r) (Ibs.) . Double Shear 0.044" 0.050"0.055"0.072" 0.082" 0.092" 0.125" 343 390 429 S61 639 717 974 USIzeNd 446 508 559 732 832 934 1269 536 610 670 878 991 1120 1522 714 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. Multipliers for Other Alloys 6063 T� 1269 5052 H-25 1522 6005 T-5 1 2030 Allowable Load Coverslon Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.D4 1.20 79 1.08 1.40 Bd 1.11 1.60 9d 1.14 1.80 10d 1 1,18 2.00 11d 1 1.21 12d 1 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures (a) 27.42 #/SF Fastener diam. min. edge distance In. ctr. to ctr. No. of Fasteners / Roof Area (S 1 1 Area 2 / Area 3/ Area 41 Area 114" 112" 5/8" 1,454 - 53 2.908 --106 4.362 -159 5,819 - 212 5116" 3/8" 718" 1,894-69 3,788-138 5,682-207 7,576-276 3l8' 314" 1- 2,272-82 4,544-166 6.816-249 9,0a8-331 112" 1' 1414" 3,030 -110 6,060 - 221 9,090 - 332 12,120 - 442 Table 9.513 Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures (a) 35.53 #/SF Fastener diam. min. edge distance min, ctr. to cur. No. of Fasteners / Roof Area S 11 Area I 2 / Area I 3 ! Area I 4 / Area ---1/2" -- --- 5/8 1--- ---1;454Z 41-- -2;908- 82- -4,362 = 125- -5;819 _ 164- Sli r 3/B" 718" 1,894 - 53 3,788 -107 5,682 -160 7,576 - 213 318" 3/4" 1" Z272 - 64 1 4,544 -128 6,816 -192 9,088 - 256 fir 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 & B are based on 3 second wind gusts at 120 MPH; Exposure'B"; I=1.0. 2. Minimum spacing Is 2-12d O.C. for screws 8 bolts and 3d O.C. for rivets- 3. Minimum edge distance Is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allowable Muhl Tension Load liars I Shear 12d 1.25 11d 121 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 120 5d 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 01 SF) (For Wind Regions other than 120 MPH. Use Conversion Table at R"ttem "f tht nanel CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1/4"e 1" 264# -10 SF 528# -19 SF 792# - 29 SF 1056# - 39 SF 1.112" 396# -14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF 2-112" 660#-24 SF 132D#-48SF 1980#-72SF 2640#- 66 SF 1" 312#-11 SF 624#-23 SF 936#-34SF 1248#-46SF 5/16"o 1-112" 466#-17 SF - 936#-34 SF 1404#-51 SF 1872#-68 SF 2412" 780#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF 3/8"a 1" 356#-13 SF 7129-26SF 1068#-39SF 14244-52 SF 1_172" 534#-19 SF 1 .1068#-39SF 1602#-58 SF 2136#-78 SF 2-112" 890# - 32 SF 1780# - 65 SF I 2670# - 97 SF 3560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 1 1 2 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl ZamNallln or E ulvalent 114"e- 1.112" 273#-10SF 5460-20 SFae 819#-30SF 1092#-40 SF T" 316632#-23SF 1 948#-35 SF 1 1264#-46SF TYPE OF FASTENER = Concrete Screw (Rawl Ta pper or Equivalent) 3116"o 1.114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF ' 1.1/4" 371#-14 SF 742#-27SF 1113#-41 SF 1484#-54 SF 1/4"o 1-1/4" 365#-13 SF., .730#-27SF 1095#-40SF 1460#-53 SF 1/4" 427#-16 SF 854#-37SF 1281#-47 SF 1708#-62 SF 31ro 1-112" 1 511#-19 SF 1022#-37SF -1533#-565F 2044#-75 SF 1-3/4" 1 703#-26SF 1406#-51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent 3/8"o 2-1/2" 1050#-38 SF 210.-77 SF 31.-115 SF 420D#-163 SF 3-1/2" 1575# - 57 SF 3150# - 115 SF 4725# -172 SF 6300# - 230 SF 112"e 3" 1399#-51 SF 12798#-102 SFI 4197#-153S 5596#-204 SF 5" 2332# - 85 SF 146649 -170 SFJ 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 ZoneslReglons other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 10D 26.6 1.01 11D 26.8 1.01 120 27.4 1.00 123 28.9 0.97 1.30 322 0.92 140-1 37.3 0.86 140-2 37.3 uxB 150 42.8 Or.a . • ` Metal to Plywood 1/2" 4 ply 518" 4 ply 3/4" 4 ply Shear Ibs.) Pull Out lbs.) Shear lbs.) Pull Out Ibs. Shear (Ibs. Pull Out (Ibs. Screw la il8 93 48 113 59 134 71 #10 100 55 120 69 141 78 #12 118 71 131 78 143 94 #14 132 70 145 88 167 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter I Tension Ibs.) 1 Shear Tension Ibs. Shear 1 129 176 210 325 5132" 187 263 340 490 3l16' P62 376 445 720 Table 9.8 Alternative Angle_and Anchor_Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Exposures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description _ -.�-� To Wall -O_- To Upright I Beam H-r"- `1' x P x 0.04S-_ v -2'x4"x 0.044" Angle 1'x 1'x 1/16' 0.063) 3116' #12 2" x 5" x 0.072" U-channel 1-1/2" x 1-12' x 1-1/2' 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 S" x 0.072" Angle 1" x l' x 118' (0.125') W16- -- #12 2' x 10" x 0.072" Angle 1-1/2' x 1-1/r 1/16%0.062') 1/4' #12 2'x 7'x 0.07r Angle -1--112- x 1-1/2-3/16-(0.1 B8') 1/4' #14 2" x 10" x 0.072" Angle 1-12" x 1-12" 1/8"(0.062') 1/4' 1?14 2" x 7' x 0.07r Angle 1-3W x I-W4" x 1/8(0.125") 1f4" #14 2" x 10" x 0.07r U-channel 1-3W x 1-3/4' x 1-3/4' x US' 3/8' #14 2'x I r x 0.072" Angle rx rx 0.093' 3/8' 3/8' 2"x 10"x 0.072" Angle 2"x2"x 1/8'(0.125) 6116" 5/16' 2"x1Vx0.072" Angle 2'x2'x3/16(0.313") 12' 12" Note: I. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wag 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 Dane) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter - _ Length of Embedment Number of Fasteners 1 2 3 4 1" 260-7SF 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 1320#-37SF 1980#-56 SF 2540#-74 SF 5/16"e 1" 3120-9 SF 624#-18 SF 936#-26SF 1248#-35 SF 1-1/2" 468#-13 SF 936#-26SF 1404#-40 SF 1872#-53 SF 2-12" 780# - 22 SF 1560#- 44 SF 2340# - 66 SF 3120# - 88 SF 31B'e 1' 35W-10 SF 712#-20 SF 106B#-30SF 1424#-40 SF 1-112" 534#-15 SF 1068#-30 SF 1602#-45 SF 2136#-fill SF 2-1/2" 890#-25 SF I 178D#-50 SF 1 2670#-75 SF 35 -1 S till# 00 F ONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment - Number of Fasteners 1 1 '2 1 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailln or Equivalent 1/4"o 1-112" 233#-8SF 466#-17 SF 699#-2.1 SF 932#-34 SF 2" 2709-10SF 540#-20SF 81D#-30SF I 1080#-39SF PE OF FASTENER= Concrete Screw Rawl Tapper or Equivalent 3/16"o 1-12" N%-IS; 492#-14SF 7.-21 SF 984#-28 SF 1-314" 317#_g5F 634#-18SF 951#-27SF 1268#-36 SF 1/4"o 1-112" 365"SF 730#-21 SF 1095#-31 SF 1460#-41 SF 1-314" 465#-13 SF 930#-26SF 1395#-39SF 1860#-52 SF -318"e 1-1/2" 437#-125F 874#-25SF 1311#-37SF 1748#-49 SF 1-314" 601#-17SF 1202#-34 SF 1 1803#-51 SF 2404#-68 SF PE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent 318"e -112" #3S3-1" 410#--7683 SFF .3361059#--110 8209-136SF 130#37F 606#S2 SF 5212#-147 SF 1/2"0 1 3" 1 1806#-51 SF 13612#-102 SFI 5418#-152 SFI 7224#-203 SF 5"I 1993#- 56 SF 3986# -112 SF 5979# -168 SF 7972# - 224 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and sparing 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 (rabies Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR too 25 1.22 110 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 140-1&2 48 0.88 tso 56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2"x1o" 114" #14 1/4' 1/4" rx9" 114" #14 1/4' 114' 2' x 8" 114" #72 1/4' #12 2' x 7" 3/16" #10 1 _3/1 6_ _ #10,l._, -2"-x6' or less- IN,. = 3/16' - -#8.'-'_ _ '3/16'' - #8_ Wall, beam and upright minimum anchor sties shall be used for super gutter connections. X Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size 98 #10 #12 #141 5116" 318" #8 1.00 0.80 0.58 0.46 - 027 0.21 -1.00 0.72 0.57 0.33 0.26 #12 0.58 0.72 1.00 0.78 0.46 0.36 #14 0.46 0.57 0.78 1.00 0.59 0.46 5116" 0.27 0.33 0.46 0.59 1.00. 0.79 31r 0.21 026 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 Siza 3116" 1/4" 3I8" 3116- 1.00 0.83 0.50 - 1/4' 0.83 1.00 0.59 318" 0.50 0.59 1.03 Dyne Bolts (1518" and 2-114" embedment respectively) Anchor Size 3/16" 112' 3116" 1 1.00.. 0.46 12" 1 0.46 1 1.00 • Multiply the number of #a screws x size of anchor/screw desired and round up to the next even number of screws. Example: If (10) #8 screws are required, the number of #10 screws desired is: 0.8x 10=(8)#10 0 Z w W a K 0 O W m O F- 0 Z Ul W W Z 0 W LL O in LL ¢O ds 09 ui zo �w 3Ck Sg J Q Z C0 Q 2O Z0 to J U.I 71 } 0 = U) LLI od W �U w J U) U LL �U Q F- yZ LU = LU Z fo J Q ro CO (O Zco r N N m J % m Lro L lu ii " W tj mrnx E LU O LL n ¢ v m (c d CV...M.:�...:. 0) J o r m c. no UJ -a9 a 7, SHEET D_ LU K12 08-12-2010 OF uj a 1D Z Z Z W Z W c0 NO,