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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY: Date: Fee Due: Receipt# (?3. I Permit #,Opl —b'DIS 0 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION SBNED 2300 Virginia Avenue Ft. Pierce, FL 34982-5652 St. Lu cie County 772-462-1553 APPLICATION FOR ALUMINUM STRUCTURES PERMIT ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PROJECT INFORMATION OQ,px-z,ar- E-4tv--rceEl- Il I LOCATION/SITE ADDRESS: 2. PROJECT I NAME: Ke-s (�� SITE PLAN NAME: V- 3. PROPERTY TAX ID #: 13 01 -(17 0 0 (1 j . V 4. LEGAL DESCRIPTION (attach extra sheets if necessary). j-'3 q 31 C 6=Le�5 liz -F. Y� II 5. PLAT BK PAGE BLOCK LOT 6 PARCEL SIZE: ACRES/SQ FT. f LOTDIMENSIONS 41 7. SETBACKS (ACTUAL) FRONT: BACK:_ RIGHT SIDE: LEFT SIDE: 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 DIMENSIONS CONSTRUCTION R = ebuild WD = Wood Deck V `SCREEN ROOM El NEW X EXISTING /"jX El CARPORT/PATIO ROOF El NEW El EXISTING X El HABITABLE GLASS ROOM El NEW El EXISTING X El CAT 1, 2 OR 3 SUNROOM 1:1 NEW ❑ EXISTING X 0 ALUMINUM COMP. SHED El NEW ❑ EXISTING X El POOL ENCLOSURE El NEW El EXISTING X El M H ROOF OVER 1:1 NEW El EXISTING X 0 ROOF SYSTEM OVER ❑ NEW 1:1 EXISTING X EXISTING ACCESSORY STRUCTURE OTHER:'. NEW JX EXISTING 16 X ad 0, 00 Linear feet El ALUM POOL FENCE TOTAL SQUARE FOOTAGE OF CONSTRUCTION Of 9. VALUE OF CONSTRUCTION: $ The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or, modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of cons'trdetion 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 f .r OWNER IffFORMATION NAME: C ADDRESS: CITY: STATE: L.. ZIP PHONE (DAYTIME , (eEMAIL: ,. FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER;LIS;'ED' ABOVE: I FEE SIMPLE TITLEHOLDER: („ U h ne, r ADDRESS: �Q'"f IAE�7cQ i CITY:/M( STATE: L ZIP �J T PHONE (DAYTIME): L� CONTRACTOR INFORMATION Cf 3 STATE OF FLORIDA REG./CERT #: ST. LUCIE COUNTY CERT #: BUSINESS NAME: 14,1VIC4,Te ( M QUALIFIER'S NAME: ADDRESS: 6 3 F_ J cz�� e CITY: G STATE: (`— L ZIP 3 y ma PHONE (DAYTIME): FAX NO. J) )- 77 email: 4i vee•� (1 ARCHITECT/ENGINEER: L 6' (4i'rrf 1t (==C &hll 6& ADDRESS: CITY: STATE: ZIP PHONE (DAYTIME): NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING, AND HVAC ZONING REQUIREMENTS All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE. ❑ 2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan. ❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for I, inspection verification. ( not required for construction unrelated to storms) OFFICE USE ONLY SECTION r TOWNSHIP �� RANGE 9 MAP NO. 1 3 0I !Y I ZONING •� . 'LAND USE p j ` , LOT CVG % Additional Permits V {-�. Re uired REPORT C} BIMS FEE 00 $ MISC FEES TOTAL FEES CODE 1 1 �6 BUILDING & ZONING REVIEW FRONT PLANS VALUE OF CONSTRUCTION REVIEW COUNTER ZONING SUPERVISOR EXAMINER VEGETATION USING ICC TABLE DATE zoo COMPLETE •� • O 44a=�/� INITIALS L PLAN REVIEW SPECIFICATION CH PLEASE PROVIDE ONE OF THE FOLLOWING: 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license. 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide to Aluminum Construction in High Wind Areas. ❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113. (I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF A SUBMISSION. • All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x 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 4`h wall detail, dimensions and all material must be sized and identified. • All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"]. • All methods of fastening or other details which are relevant to the design must be identified on the Plans. • All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"]. • All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component must be sized and identified. • All ridge beams and super gutter or fascia attachments must be identified. • All roof pans or composite panels, with gauges and spans, must be sized and identified. • All footing, slab and ISO pier designs must be on the plans, per the Architect / Engineer's plans & specifications. • All light metal alloys which are utilized shall be designed in conformity with the Florida Building Code of 2007, Chapter 20, including 2006 revisions. • Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing, self - catching gates with picket spacing. (II) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE REQUIREMENTS AND THE -FOLLOWING ADDITIONAL ITEMS: (A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with theproposed "opening" or cladding component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified. (B) 2 electric schematics, in accordance with the N.E.C., if applicable. (C) Design pressures, per ASCE-7, identified on.the openings of all Plans. (III) HABITABLE ROOMS/ADDITIONS. DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT A, MA SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE. (IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE FOLLOWING ADDITIONAL ITEMS: (1) The designer or engineer'will state on all Plans, which Category of Design [3,1.2] will be used, inclusive of the definition. (2) 'If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy calculations and long _form equipment sizing calculations shall be 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`h 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 fiill 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 in compliance with all applicable laws regulating construction and zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not otherwise included with this building permit application. 3. I , the Contractor / 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 the aluminum structure and said structure will not exceed the footprint of the structure that was in existence prior to remov y the storms. &�WNE�ORCONIRACTOR SIGNATURE GO RACTOR GNATURE STATE OF FLORIDAA COUNTY OF �� The foregoing instrument was acknowledged before me me this —q— day of 120 lc-),-, by who is personally known tome, or who has STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me me this '[ day of , 20��, by who is personally known,,,.— to me, or who has DAWN MILON5 produced oduced + SItJN # bD 558587 = AAt [ XPIRES! M6rch 22,9013 a-52587 tification. banded Thor Notary darwPHal Publlb Un� identificaon. tiRan hr Aptt 22 R013 ;db'- r Fn� t. l Hague@ a tallfln� dx� i gtu�l�Laic . ignature of Notary tary 48939C 00 I tvgiaSlWW©0 s V Wrd%gip IMPORTANT NOTICES: • TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNERBUILDER, 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. Planning & Development Services Building & Code Regulation Division Permitting Department 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Review Comments PROPERTY INFORMATION Address: 1 DANZAR City / State / Zip: FORT PIERCE FL 34951 Parcel # : 1301-111-0001-000/5 Jurisdiction: St. Lucie County Zoning: PUD Lot # : Block: APPLICATION INFORMATION Permit Number: 1201-0018 Activity Type: Other Permit Type: MA/RVAddition Existing Concrete CONTRACTOR INFORMATION Contractor Name: CARTER, PATRICIA ANN Business Name: KING CARTER ALUMINUM INC Business Addr: 1603 EDGEVALE RD City / State / Zir FT PIERCE, FL 34982 REVIEWS AND COMMENTS Review Type Status Front Counter Review Complete Page 1 Owner(s): WYNNE BUILDING CORP Application Type: Building Permit w/o subs Other Activity: ALUMINUM STRUCTURE Stories: 1 . Automatic Sprinkler System? ❑ Reviewed By Dawn Milone Fax Number 772-466-8999 AZ777 '"� Ch11.Ti�• G/• is• �G/Z Date Started Date Complete Date Released 01/04/2012 01/04/2012 Plans Examiner Review Incomplete Joe Cicio 01/06/2012 01/06/2012 1 Comment THIS IS A CONVERSION FROM AN EXISTING COVERED PATIO TO AN ENCLOSED SCREEN ROOM / WE ARE NOT SHOWING ANY RECORDED PERMITS FOR THE COVERED PATIO 01/06/2012 2 Comment SUBMIT DUPLICATE COMPLETE PLANS FOR A SCREEN ROOM INCLUSIVE OF 4TH WALL DESIGN, ROOF DESIGN AND SCREEN WALL DESIGN 01/06/2012 3 Commenl PLANS MUST CONTAIN THE CORPORATE SEAL FROM BENNETT ENGINEERING GROUP AS OF NOVEMBER 1 ST 2011 01/06/2012 4 Comment COMMENTS MAILED AND FAXED AS OF THIS DATE To Be Reviewed by Zoning Complete To Be Review by Plans Exan Complete 01/05/2012 01/06/2012 Joe Cicio 01/05/2012 01/06/2012 Zoning Review Complete Irvie Saunders 01/05/2012 01/05/2012 s 1. TRANSMISSION VERIFICATION REPORT TIME 01/04/2012 13:27 NAME SLC CODE COMP FAX 7724626448 TEL 7724622963 SER.# BROE5J278861 DATE,TIME 01104 13:26 FAX NO./NAME 94668999 DURATION 00: 00: 22 PAGE(S) 01 RESULT OK MODE STANDARD ECM Planning & Development Services Building & Cade Regulation Division Permitting Department 2300 VilginiaAvenue Fort Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 P OPERTYINFORMATION Address: 1 DAN7AR City 1 State 1 Zip: FORT PIERCE Parcel # : 1301-111-0001-00015 Zoning: PUD Review Comments FL 34951 Jurisdiction: St. Lucie County Lot#: Block: APPLICAT_MV INFORMATION Permit Number: 1201.0018 Activity Type: Other Permit Type: MAIRV Addition Existing Concrete CO RACTOR INFORMATION Contractor Name: CARTER, PATRICIAANN Business Name: KING CARTER ALUMINUM INC BusinessAddr: 1603 EDGEVALE RD city 1 State I Zil FT PIERCE, FL 34982 Page 1 Oume0s): WYNNE BUILDING CORP Application Type., Building Permit Wo subs Other Activity: ALUMINUM STRUCTURE Stories: 1 Automatic Sprinkler System? REVIEWS AND' COMMENTS Review TY1 status Reviewred_By Front Counter Review Complete Dawn Milone Fax Number 772.466-B999 Data Started Date_Ccri)pAeteDate Released 01/0412012 OIIW2012 61A— C.'M11MAP Qmd— hi"P. nIela .Inn, Cif -In 01106/2012 Home C! Welcome to the Bennett Engineering Group, Inc website. products and Services Tools 1 ALUMINUM DESIGN MANUAL UPDATES: Forms QOVEh68f'.R 1, 2411: At tkr WNW, ONI Y 4co *a of the Arerrvin Stryct�lres ,3Lsigrl Migoual i ea'#ng the Oenrtet-t Crgineering GRi up r urcNatn Sea> ar4 betrQ Current suppliers distributed by Bennett Engineering Group to suppliers. We have notified the suppliers to return any design manual packets bearing the seat of Lawrence E. Authorized Users t' Bennett immediatety, to have them exchanged for a properly validated copy with the Bennett Engineering Corporate seal. Building officials OCTOBER 14, 2011: statement from ourcounsel concerning the existing Contact us published design manual. We would like to thank everyone for the outpouring of prayers, fond memories, words of encouragement, beautiful flowers and for attending the services for our dad. The Aluminum Structures Design Manual is a published manual and continues to be valid. Copies bearing the Lawrence E. Bennettembossed seal distributed prior to Lawrence Bennett's=death continue to be valid. As Advised by our counsel, from this point forward copies of the manual distributed by Bennett Engineering Group, Inc, will bear the corporate seat of Bennett Engineering Group. These will also be labeled "True and Correct Copy of the Aluminum Structures Design Manual signed and seated by Lawrence E. Bennett, PE on August 17, 2011." We are anticipating release of revised sections of the manual in the coming months that will meet the 2010 Florida Building Code and we continue to offer site .specific design. The site specific checklist can be found on this website. ANNOUNCEMENT SEPTEMBER 30. 2011, FRIENDS OF LAWRENCE E. BENNETT Click here to view a letter from the owners of Bennett Engineering Group regarding our father, Lawrence C. Bennett. a 0 0 Io, 24 R � � ar. �zl 4)) 10:30 AM ilbR012 Planning & Development Services Permit 1 Building & Code Regulation Division Permitting Department 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Addressf 1 DA;NZAR ,,,;x' Owner(s) WYNNE BUILDING CORP FORT PIERCE 34951 Historic Noj Jurisdiction St. Lucie County Parcel # 1301-111-0001-000/5 S/D Spanish Lakes Country Club Village Block Lot # FLU RU Zoning PUD Flood Mat IFlood Elevation flood Zone Job Address Taken By johnsonm Issued By couriselb , Posted By ivraccess Please explain in Additional Comment CONTACT INFORMATION Add Application Contact Category Type Open Contractor ■ Contractor Reaistration Fonn Property Owner Contractor Tenant Job Description Additional Info Name WYNNE BUILDING CORP Business Phone (772) 878-5513 ext Address 12804 SW 122ND AVE Fax ( ) - MIAMI Fl- 33186-6203 Mobile ( ) - Email Pager REPLACE HURRICANE DAMAGED CARPORT ONLYF '40-X 12 NO SCALED PLOT PLANS ARE REQ D ATE,{' HIS' StTIM PEE DMG"-03/1"4'/05?_ —. Please include the date and your name when adding information, 4 H WALL NOT REQUIRED PER DMG MEMO'03/23/05 =4� Planning & Development Services Permit 1 Building & Code Regulation Division Permitting Department 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Address lJ �?' ©ANZAR'' -_f ' Owner(s) WYNNE BUILDING CORP FORT PIERCE 34951 Historic No,`�p Jurisdiction St. Lucie County Parcel # 1301-111-0001-000/5 S/D Spanish Lakes Country Club Village I Block I Lot # FLU RU Zoning PUD Flood Mal: Flood Elevation Flood Zone Application Type 'Master Permit w/subs Status Finaled Activity Type _ Expiration 06/03/1998 Other - Specify Permit Type Roof DateApplied C_.. .......;:.I PP 12/03/1997 Taken B Y _ Location Date Issued 12/03/1997 Issued By Lanatufterow; :_ lat Fee Valuation Date Finaled 12/11/1997 Posted By Billy- Hatcher Date Voided Job Address Please explain in Additional Comment D NZA CONTACT INFORMATION Add Application Contact Category Type Property Owne Contractorr' Name Property Owner Contractor Business. Address Email Open Contractor Reaistration Form Phone ( ) - ext Fax ( ) - Mobile ( ) - Pager ( ) Trade Job Description Additional Info ALUMINUM ROOF OVER MOBILE HOME - OVER EXISTING ROOF - 1464 SQ FT- 2/12 Please include the date and your name when adding information. KING CARTER ALUMIN 1603 EDGEVALE RO!-"'k FORT PIERCE, FLORIDA um 3Q82F IR zz'g 0 0 rw•ft'&' TWA y h y-�Ca cil /9&� 44 L4 o L/ An vl ci� /;Z ssys dC31dO-IA '30d31d -LUOd abOH 3-IVAMC13 809L MNIwmv a3lHV3 JNDI J ' 80tr VpWo'1d'3O831d IHOd Ail 131VA3003 E09L Jjq �. _.�. '_ �/ \ t�1 c 4 R Y P � ® b.c ��! ��• .✓ AK a'H Y 1 C. C. "d �N � ® �/. z, � le, / �9)a //,g we le 1, 3 _ i L✓ S e/` r J i ` M.uS �' --/)- _ ff 71 -L. k M10, A Y /1,00'a _L way' /O ,5X3)SP 0S - ait X Mdm:naeej 6� P Max Agwa ble. ids 1 o 21 zasti€ daido-��'��a�ldlaod (3VOU 3Idn3Oa3 809 L wnNlWna3ltIVO ONDI -"IA d. 1) A// C '3 KINGrCAATER'ALUMINUM r y 1603 EDGEVALE, ROAD ! a'�7 " j(� -' '.FORT PIERCE, .FLOFiIDA $498 I _1`,T Y C t 41 Y F 1- z C1. i� K \�•4 !i , + I J., k 9 '� i S r r+ fry ^2 r .,l s•, a1i'6 r�k� tt iAq �>s ,�gq � 7y�a� � l A $ f {. ,r t 1 $ �a ` r. .. �• 12 X. r � %� r `i l ? ,. � } l ' 3 �, I-s F. "��—�;- , �, ��--f' ~ _�.Q,�--- l_ � ?ct 1 `i r �; �� �. ': t .1�'"� • ' r 3 i t , T• � , l , •,'y I � t rY . lot KING CARTEFtLUMINU 4iIfl•' ;1603'EDGEVA��EROAD FORT PIERCE; FLORIDA I rr � KING CARTER ALUMINUM 1603 EDGEVALE ROAD FORT PIERCE, FLORIDA 34982 r✓,�,'s�,` K�. hoof - -- S�'ret H sC•-G�h SC le, 3 .Off i2h3 O�fS 2 3X. i� u h f ::.'cif w1�f-q� _k,•�kMe-�f k�ck�1fw� ,�;C �r� k! 1c2 x2 ix2 45— le eq 6 x Lx 3.7a ,o--- -3.0 vs- Ll x I x;- r f. �1 v rcw �sc Q hf /Y._-J_ I w o M k r r6 o x K � _ i l 2X 5,K- 6'1Y b 0 e,r he _oc-i _ _0' e t J INSPECTION GUIDE, -FOR SCREEN AND VINYL ROOMS- LEGEND 1. Check the building permit for the following: Ye No This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. a. Permit card & address . . . . . . . . . . . . . .. . . . . . . . . . . . . b. Approved drawings and addendums as required . . .. . . . . . . . . . � ("Bennett"). Contractor acknowledges and agrees that the followingconditions are a mandatory prerequisite to Contractor's (" ) 9 g, ry P eq purchase of these ` c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . � ✓ materials. d. Notice of commencement 1. Contractor represents and warrants the Contractor. 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes No 1.1. Is a contractor licensed in the state of Florida to bm.:. ;�a s1uri-es ancorr^ ^ Pd in the ASD;vt; a. Structure's length, projection, plan & height as shown on the plans. . . . . ✓ 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . ✓ — 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such c. Puriin sizes, span & spacing . . . . . . . _ _ _ _ _ _ _ _ _ _ __ _ _ . d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . ,L — agreement e. Chair rail sizes, length & spacing. .. . . . . ... . . . . . . . . . ... ✓ 1.4. Will not alter, amend, or obscure any notice on the ASDM; f. Knee braces are properly installed (if required) . . . .. . . . . . . . . . . . g. Roof panel sizes, length & thickness . _ — 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 3. Check load bearing uprights'! walls to deck for. Yes No of the plans and the calculations in the ASDM; a. Angle bracket size & thickness . . . . . . . . . ... . . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . . . . . — — 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 c. Correct number, size & spacing of fasteners of angle to deck and sole plate .: than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's d. Upright is anchored to deck through brick pavers then anchors shall go through : r copyright; and pavers into concrete . 4. Check the load bearing beam to upright for: • Yes No 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. it a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . — 2. DISCLAIMER OF WARRANTIES_ Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby ' b. Number, size & spacing of anchors of Seam to receiver or receiver to host structure c. Header attachment to host structure or beam . — expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, d. Roof panel attachment to receiver or host structure .. . . . . . . . . . . . — employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) e. If angle brackets are used for framing connections, check number, size & thickness that the ASDM is free from error. of fasteners . f. Post to beam attachments to slab . .. . . . . . . . . 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 5. Check roof panel system for. Yes No the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . _ b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . — — for the ASDM. In no event will Bennettbe liable for an consequential, exemplary, y q incidental, indirect, or special damages, arising from or in any way c. Header attachment to host structure or beam . . . .. . . . . . . . . . . . . . — related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. d. Roof panel attachment to receiver or beam . . . . .. . . . . . . . . . . . . . — 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, Notes: by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. i C GLYr CONTRACTOR NAME: t (� .�` Y \ CONTRACTOR LICENSE NUMBER: # COURSE 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) ST. LUCIE COUNTY BUILDING DiV REVIEWED BY DATE . a . PLANS ND PERMIT MUST BE EPT ON JOB OR NO INSPECTION WILL BE MADE 1 THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS ; REQUIRED BY FIELD INSPECTORS THAT /MAY.BE NECESSARY IIN1O�RDDE(R�.1TO A Cl PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONA uY r' CONSTRUCTED HOMES AND / OR MANUFACTUREll'riOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984.. THE DESIGNS AND SPANS SHOWNRON THESE DRAAINGS ARF' BASED ON THE LOAD REQUIREMENTS FOR THE FI_CRIDA BUILDING CODE 2007 EDITION W/ 2009`SUPPLEMEi dTS. JOB NAME - ADDRESS: DRAWING FOR ONE PERMIT ONLY J Q 2O 0 Z Z0 W W 0Z CLZ W W O W °O g Co of Zi0 O DW U>- Z N Wo �Q N U)ZLU ca 2 W a- LL Z W Z O Z p 2 J) tV Q / SHEET 2009 OF w Co 0 0 z x, DESIGN CHECK LIST FOR SCREEN / 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- ( PH for 3 second wind gust velocity load; Basic Wind Pressure 23 pesign Pressures for Screen !Vinyl Room can be found on pa a 3A-ii: a. 'B' exposure = PSF for Roofs & ✓PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii. 2. Host Structure Adequacy Statement I have inspected and verify that the host structure is in good repair and attachments made to the stuucture will be solid. n 1, , / V A Ir i CC cl � 11 CJ*4 T�f' Phone: � s3 b 77t r! Authorized Re ' Na a (please print) Data C tractor / Authorized Rep' Signature Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes No 'lor A. Project name & address on plans . . . . . . . . . .. . . . . . . . . . . . . - ✓ B. Site plan or survey with enclosure location . . . . . .. . . . . . . . . . . . - C. Contractor's / Designer's name, address, phone number, & signature on plans ✓ - D. Site exposure form completed . . . . . . . . . . ... . . . . . . . . . . . . - E. Proposed project layout drawing @ 1/8" or 1/10" scalewith 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 . . . . . . . . . V - 3. Beam span, spacing, & size . . . . . • • • . • . • V - (Select beam size from appropriate 3A1 series tables) 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . ✓ - (Select uprights from appropriate 3A.2 series tables) (Check Table 3A.3 for minimum upright size) 5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . - (Select chair rails from appropriate 3A2 series tables) 6. Knee braces length, location, & size . . . . . . . .. . . . . . . . . . . . . (Check Table 3A.3 for knee brace size) 4. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicatf t �rS� Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to wind zone and/or "C" or "D" Exposure for load width_ ✓✓✓ _MPH Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- F- REQUIRED SPAN NEEDED IN TABLE k Aoac t- EXPOSURE MULTIPLIER (see this page 3) v B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . - (Tables 3A.2.1, 3A.2.2, or3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone andlor'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE (bord)= EXPOSURE MULTIPLIER (see this page 3) Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . v - D. Connection details to be used such as: 1. Beam to upright 2. .............................. 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . .- - 4 Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . & . . - 5 Chair rail, pudins, & knee braces to beams uprights . . . . . . . . . . . . 6. Extruded gutter connection . . . . . . . . . . .. . .. . . . . . . . . . . U-clip, angles and/or sole plate to deck . . . . . .. . . . . . . . . . . . . �l E Foundation detail type & size . . . . . . . .. ... . . . . . . . . . . . - • Must have attended Engineer's Continuing Education Class within the past two years. "" Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16, using a 4" existing slab and 20'-0' with a type II footing, from the host structure. 4. Freestanding structures shalt be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and ! or other structures to be attached. b. "Fourth wall construction' means the addition shall be self supporting with only the roof flashing'of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction' is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" withan 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a IV projection and a Z over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / NPE4 / NSA 2100-2 for catagory I, 11, & III sunrooms, non -habitable and unconditioned. 17. Post members set in Concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structute within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 sedes.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. My 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. GENERAL NOTES AND SPECIFICATIONS FOR SECTION 3A TABLES 1. 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. 2. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30; roof slope of 0" to 20% 1= 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. A11 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. 3. Anchors for composite panel roof systems were computed on a load width of 10' and 1 & projection with a Z - overhang. Any greater load width shall be site specific. 4. Al framing components are considered to be 6063-T6 alloy. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" Basic Wind Pressure Semen Rooms & Vinyl Rooms Roof Walls Over Hang All Roofs 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 50.8 130 MPH 2O.0 15.0 18.0 56.6 140-1 MPH 23.0 17.0 21.1 65.7 140-2 MPH 23 171 21.1 5.7 MPH 2.0 0 24.0 754150 Note: Framing systems of screen, vinyl and glass moms are considered to be main frame resistance components. To convert the above loads from Exposure 'B" to Exposures "C" or *D* see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms C-- IIn MPH W-A Inn" M Mhn- Ernn", n'R' Roof - Walls Wind Zone MPH Applied Load i#S Deflection Bending b 01S Applied LoadH50. ding too 10.0 1.09 1.14 12.0 12 110 11.0 1.06 1.09 13.0 07 120 13.0 1.00 1.00 15.0 00 123 13.3 0.99 0.99 15.9 97 130 15.0 0.95 0.93 18.0 91 140-182 17.0 0.91 0.87 21.0 85 150 20.0 0.87 0.81 24.0 79 Table 3A-B Conversion Factors for Over Hangs Ir-- "xnnenm'R' M-r_- Wind Zone MPH Applied Load #/S Deflection Bending 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 O.li6 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exoecure "R" to "C" I Exposure "B" to "D" Mean Roof Height• Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15• 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1 1.66 0.78 0.85 30' - 40' 1.37 1 0.85 0.90 1.61 0.79 0.85 " Use larger mean roof height of host structure or enclosure Values are from ASCE 7.05 SITE EXPOSURE EVALUATION FORM r- -- ---- --- --- --- --- II QUADRANTI ! 600' EXPOSURE I I I 600 QUADRANT IV EXPOSUR� I 700 aQoo I I 100 QUADRANTII I I 40 , I, soar EXPOSURE _ I I I I i QUADRANT III 600 ! EXPOSURE I I L-•--•--•--•----- -- --.J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD i+ SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK ITAS'B','C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE EXPOSURE C: Open terrain Wh 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 ft. 2. No short tens changes in'b% 2 years before site evaluation and build out within 3 y rs, site will be'U. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for re r 0 z o= w o_ Of O LL Zi W m O Z z w w z Z w cc O LL :D fn O Q 2 Y ~ 0 LLIW 0 W (�� U 0Uo W } Z Z N 0 Z (9 > Cl) 0 �' W od Z ? U cap .1 W 0>W 0 0-1 0 U 0 IY t2 WQ0 0M fn Z Z W U) Z U LLI N N U) d H fn Q Z m in J W � tL lL x d w `LL O v a C oo v C U '- 0) Omma m n to m Co L W �_a a) n at 2 L L m r � than 1,500 feet 4. Open terrain for more than 1,50 feet in any quadrant ug J to SITE IS EXPOSURE-,6- EVALUATED BY: Ce DATE:/ -2 SIGNATUR `RLf%v /- LICENSE#: �FJ�✓ i� 12-01-2009 OF W W Z_ 5 Z W W Z INTERIOR BEAM l (SEE TABLES 3A.1.3) HOST STRUCTURE FOURTH WALL FRA PANS OR PANELS H ' ALUMINUM ROOF; 11 IPA %iI I I � � i! � mililli ml ME�\ 19,&M TYPICAL SLOPED SOLID ROOF ENCLOSURE ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 3A.1.4) FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A1.1 8 3A1.2) 'LW FOR MAX H, UPRIGHT / HEIGHT (h) 1" x 2" ! *— MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7) (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1' x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2 p/2 @ FASCIA ALLOWED BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (SEE TABLES) U ui W O.H. F v SOLID ROOF w NO MAXIMUM 'ION SLAB OR GRADE) P =PROJECTION FROM BLDG. VARI S VARIES LW = LOAD WIDTH it NOTES: 'P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALLliv/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 11100-1231 130 140 1 150 #8 1 #10 #12 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = T H m� y O _ z 3 0 x c am y � 0 0 a � Q a z z m °Lu = o0 � LL z¢ 3� sg J ui O a r �O WD Z O W m (n J . (� N w U Z Z w U W H 3 SUM mW o U} O 0J U) Q W 0 co Lwu Z ::) W O Z� Nam= co _ J Q O x H H co r a z 2 N pp O J W (N) W LL O W O SmX E d W m LL n Z w :0 r+ 7 �N W a o E tia� �� m Cc0 a a. �amr > LLI m m of w O U m m H U c) FO Z n ~ O w ca m Z w J F Z Z o wcc N O- /Z/� W 3A Zt Z 0 w O SHEET z U -U, Q 2 co a W w w Z Z 12-01-2009 w OF 12 O iJ " r PAN ROOF, COMPOSITE r PANEL OR HOST STRUCTURAL FRAMING {' (4) #8 x 1/2" S.M.S. EACH SIDE i OF POST 4 I 1 x 2 TOP RAIL FOR SIDE ' WALLS ONLY OR MIN. FRONT p WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x TANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE Tx Tx 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS MAX UPRIGHT SPACING T-0" hND0,NE 6-7" 6'-3" 6'-1" 5'- 6-1" 150 . 4'-11" INTERNAL OR EXTERNAL 'U CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4)#10 S.M.S. ANCHOR 1 x 2-PLATE TO Y 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 CUPS EACH 6" OF EACH SIDE OF EACH AT 24" O.C. MAX. OR SIDE AND MIN. (4) #10 x 1/2" S.M.S. }POST THROUGH ANGLE AT 24" O.C. MAX, 1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-112' SLAB 2500 PSI EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. '<° OR FIBER MESH a 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 SCAL&2== 0-- J ALTERNATE CONNECTION DETAIL 1" x 2" 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"x2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX MIN. 3-1/2" SLAB 2600 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 IN 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 ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN T OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER - CONCRETE HEADER BEAM (4) #10 x 1/2" S.M.S. EACH OF POST H-BAR OR GUSSET PLATE 2"x2"OR2"x3"OR2"S.M. 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 R RECEIVING CHANNEL INCRETE W/ FASTENER :R TABLE) WITHIN 6" OF — SIDE OF EACH POST @ 24" O.C. MAX �� MIN. 3-1/2' SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. `Y OR FIBER MESH 2"x 2" OR 2"xT POST #8 x 9/16" TEK SCREWS BO' SIDES 1" x 2-118" x 1" U-CHANNEL RECEIVING CHANNEL CONCRETEANCHOR (PER TABLE) 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = V-W 1" x 2-1/8" x 1" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL #8 x 9116" TEK SCREWS BOTH SIDES DR RECEIVING CHANNEL :ONCRETE W/ FASTENER 'ER TABLE) WITHIN 6" OF H SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-112" SLAB 2500 PSI NC.6x6-10xlOW.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE #8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR ° <a_ (PER TABLE) MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = V-0" ALTERNATE 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 t 7x 2" OPEN BACK ATTACHED (� TO FRONT POST W/ f #10 x 1-1/2" S.M.S. MAX T y FROM EACH END OF POST AND 24" O.C. THROUGH SPLINE GROOVES SIDE WALL HEADER ATTACHED TO 1"x T OPEN BACK W/ MIN. (2) #10 x 1-1/2' S.M.S. IDE WALL GIRT ATTACHED I 'x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTC RAILS ATTACHED TO "ONCRETE W/ 1/4" x 2-1/ ONCRETE/MASONRY NCHORS @ 6" FROM F OST AND 24" O.C. MAX. JALLS MIN. 1" FROM ED ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = V-0" Q / w COMPOSITE ROOF PANELS: (4) 1/4" x 4" LAG BOLTS W/ 1/4' FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x2"OR2"x3"HOLLOW AND KICK PLATE 2" x 2" HOLLOW RAIL ATTACHED TO BOTTOM W/ MIN. (3) #10x 1-1/2' M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 2" = V-0" PURLIN OR CHAIR ,HED TO BEAM OR POST ERNAL OR EXTERNAL'L' OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. GIRT, OR CHAIR RAIL OR SELF MATING BEAM ONLY RISER PANELS ATTACHED CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-10S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR3"x2" HOLLOW (SEE SPAN TP FOR SNAP EXTRUSIONS ATTACHED TO POST W11 MIN. (3) #10 x 1/2" S.M.S. SCREW BOSSES 1"x 2" OPEN BACK RAIL 1/4" x 2-114' MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.k SCREW BOSSES I I O I I SNAP OR SELF A ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: T = V-0" / O z w w IL w BEAM LL O 0 w m 0 Z z w w z z w K O LL OFOR WALLS LESS THAN U-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND' SCREW HEADS MAY BE REMOVED, AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.05T 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. v7 0 w m J Z Z) O Z cn H :2O ow O W Z Q Z > W cl LLI od Z �() M mW U} ZO clw XCL �Q U Of Oa U) Z cn I j Cf) :2 W I,_ ::) W o 0 Z N N R 2 J Q '�t m (�O m (D I� T � k 2 N r W UL Z LL x Wccc LL m IL p o r m C d v 33 m Ir m n a coa L Ui m U m N m z A w SHEET w z -U' w 4 w z z w 12-01-2009 OF G cm O [SOLIDI ROOF PANELS (COMPOSITE OR PAN TYPE) FASTEN PAr (PER DETAILS I FUM = U U% =- IL ^ Q�xUZ IF KNEE BRACE LENGTH > > m W EDGE BEAM TABLES: EXCEEDS TABLE 1.7 USE W = tw z 3A.1.1, 2 CANTILEVERED BEAM S2 L9 m 3 CONNECTION DETAILS _ 0 WSCREEN OR SOLID WALL POST SELECT PER TABLE (MAY FACE IN OR OUT) USE 2 x 3 MINIMUM HOST STRUCTURE ROOFING 2"STRAP -LOCATE @ EACH POST, (z) 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 r SCREW SPLINES 2" x 2" x 0.062" ANGLE EACH ED SIDE (3) EACH #6 S.M.S. EACH ER LEG INTO POST AND INTO R MAX. DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER — W — — — — — — — — — — ROOFPANEL (SEE SECTION 7) IFAMS MAY BE ANGLED FOR t- I GABLED FRAMES _ ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL - FOR NUMBER OF BOLTS AND _ SIZE OF POST (SEE TABLE yF BEAM AND POST SIZES - 3A.3) (SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING POST NOTCHED TO SUIT " F #10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = V_0" —_ + rn w ROOF PANEL (SEE SECTION 7) 1-3/4" x 1-314" x 0.063' — --------- RECEIVING CHANNEL THRU Q - ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU OR COMPOSITE PANEL BOLTS FOR SIDE BEAM O - FOR NUMBER OF BOLTS AND (SEE TABLE 3A.3 FOR NUMBER Q - SIZE OF POST (SEE TABLE OF BOLTS) 3A.3) I � - BEAM AND POST SIZES 1" x 2" MAY BE ATTACHED FOR (SEE TABLE 3A.3) SCREEN USING (1) #10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = 1'-W HE PA COMPOSITE R PER SEC' l POST TO BEAM 812 ( # OF j (SEE TABU 2" x " PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND AN 2) #10 x 314" S.M.S. @ M EACH END AND @ MAX. E BRACE tEQUIRED _"POST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL 4 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. ,yas ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2ds 2" x 6" x 0.050" x 0.120" UPRIGHT SHOWN tia STRAP TABLE BEAM SIZE SCREWS #/SIZE STRAP LENGTH NOTES: 1 " ALL SCREWS 3/4" LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" = 1'-0" 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 314" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W! INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = 1'-0" BEAM TO WALL CONNECTION: (z) 2" x 2" x o.oso" EXTERNALLY MOUNTED ANGLE OR RECEIVING ANGLES ATTACHED TO WOOD CHANNEL EXTRUSIONS WITH FRAME WALL W/ MIN. (2) 316" x INTERNAL SCREW BOSSES \ 2" LAG SCREWS PER SIDE OR MAY BE CONNECTED WITH TO CONCRETE W/ (2)1/4" x (2) #10 x 1-1/2" INTERNALLY 2-1/4" ANCHORS OR MASONRY . ® WALL ADD (1) ANCHOR PER MINIMUM #S S:M.S. x 314" w � ® SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIRED = m I - DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~ o x ® ALTERNATE CONNECTION: IN INCHES a ® (1) 1-3l4" x 1-3l4" x 1-3/4' x 1/8" ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3!6" x 2" LAG INTERIOR BEAM TABLES: � SCREWS OR TO CONCRETE 3A.1.3 OR MASONRY WALL W! (3)114" 2x2 x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SID EACH INCH OF BEAM DEPT LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 2" = 1' " 1 !•� .:.'fir+ �-5:.�of Coof 1TION w a o w 1TION O O z w Z � � H W O � � J � N W Z Q Z a 5 W 0 co W � � J Z zi x U M m W J U� p 0� d �Q U O� � Z � � Cn � W o 0 Z U N CV CO 2 E- 21 J QLL deY' umi Z N n W W LL 2 W U' rn X o fl tZu � u_ n c j a m n � y rco i nl NOTES: w z 1. Door to be attached to structure with minimum two (2) hinges. Z c W N 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 0 � u_ 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. a _ tr 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. Q � w � 5. Top hinge to be mounted between 10 inches and 20 inches from lop of door, z W 6. If door location is adjacent to upright a 1"x 2" x 0.044" maybe fastened to upright with #12 x 1" SHEE W S.M.S. at 12" on center and within 3" from end of up ght z C7 5 W W W z TYPICAL SCREEN DOOR CONNECTION DETAIL � ,� 2 m SCALE: N.T.S. 12-01-2009 OF O 0 -0Emamm CONCRETE CAP BLOCK OR ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH BLOCK (OPTIONAL) 1/4" x 2-1hr MASONRY - (1) #40 BAR CONTINUOUS ANCHOR WITHIN 6' OF POST �� ,, (1) BAR AT CORNERS AND AND 24" O.C. MAXIMUM " � 10'-00'" O.C. FILL CELLS AND { KNOCK OUT BLOCK TOP RIBBON OR MONOLITHIC N COURSE WITH 2,500 PSI PEA FOOTING (IF MONOLITHIC_ )' ROCK CONC. DECK SLAB IS USED SEE NOTES OF co APPROPRIATE DETAILS) 6 x 6 -10 x 10 WELDED WIRE cq 12" MESH (SEE NOTES 8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) (MAX. 32") (2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" =1"-0" ALUMINUM ATTACHMENT 'h 'W I N 'x" 32" IT 2 10'-0" 40" 12" 2 IT-W 48" 18' 3 6'-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8' 72" 30" 4 V-4" CONCRETE FILLED BLOCK / WALL 8" x 8" x 16" C.M.U. I (1) #40 BAR CONTINUOUS .r O ^ ::STEM (1) #50 VERT. BAR AT W x CORNERSAND w 'x' O.C. MAX. FILL CELLS W/ rn J. 2 500 PSI PEA ROCK L,( CONCRETE 8" x IT CONCRETE FOOTING WITH (N)-#5 BAR CONT. io .mr LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-112" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3"' (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90 % density. 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" = V-0" NEW SLAB 12" 474" f EXISTING SLAB #30 RE -BAR DRILLED AND EPDXY SETA MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 6" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = V-0" SCREWS (SEE FASTENER TABLE) 1" x 2' CHANNEL 3/4" PLYWOOD DECK USE 2" x 4" OR LARGER DETAILS FOR FRONT WALL UPRIGHTS 1/4" S.S. x_" LAG SCREWS W/ 1/4' x 1-1/2" FENDER WASHER (SEE TABLE 4.2) @ 6" FROM EACH SIDE OF POST AND 24' O.C. PERIMETER 1/4" LAP PERIMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2- 5/4' P.T.P. or Teks Deck 3314" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: 3' = 1'-0" 1/4" x 6" RAWLTAPPER ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY THROUGH 1" x 2" AND ROW d WALL LOCK INTO FIRST COURSE OF BLOCK KNEE WALL MAY BE `° O BRICKS ROW LOCK ADDED TO FOOTING (PER BRICK KNEEWALL TYPES SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE WITH APPROPRIATE KNEE 6 x 6 -10 x 10 WELDED WIRE ALTERNATE CONNECTION OF MORTAR REQUIRED FOR WALL DETAIL) MESH (SEE NOTES �o LL SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL BRICK OR OTHER NON- ALUMINUM UPRIGHT CONCERNING FIBER MESH) y STRUCTURAL KNEE WALL 4" (NOMINAL) PATIO CONNECTION DETAIL ci 1" WIDE x 0.063" THICK STRAP M CONCRETE SLAB (SEE NOTES (SEE PAGE 2) (2) #50 BARS CONT. W/ 3- z d COVER LAP 25" MIN. of ' o @ EACH POST FROM POST TO LZ CONCERNING FIBER MESH) c m FOOTING W/ (2)#10x3/4" e 3 1/2" ��) S. M.S. STRAP TO POST AND -a — — —.— - ^ `Ci (1) 1/4" x 1-3/4' TAPCON TO 5d MIN. :C �' MIN. i Q SLAB OR FOOTING (1) #5 0 BARS W/ 3" COVER 16" MIN. / t ' \ \ - ro (TYPICAL) TOTAL \/ .d / ° .t � BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS w �\ \/\/\/\ \\��\ 6 MIL.VISQUEEN VAPOR o 0 BARRIER IF AREA TO BE 3 m uP SCALE: 1/2" = V-0" (2) #5 BAR CONT. z 2 \ \� \\ \� n 4� Q � � ENCLOSED c' O 16" MIN. TERMITE TREATMENT OVER 3 I j UNDISTURBED OR g g m COMPACTED SOIL OF UNIFORM 95% RELATIVE J DENSITY 1500 PSF BEARING Z Notes: 0 1. All connections to slabs or footings shown in this section may be used with the above footing. Q C0 H 2. Knee wall details may also be used with this footing. W 0 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. M 0 0 W 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3TM (Formerly Fibermesh MD) per maufacturees Z 0 0 O) 2" MIN. (2) #5 BAR CONT. specification may be used in lieu of wire mesh. - - 5 W CO U O (1) #5 BAR CONT. . a (O J J O N 1"PER FT. MAX. FOR 3-1/2.(TYP .��— . — MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA W Z Q Z , * 2'-O' MIN. "'�` ALL SLABS) BEFORE SLOPE 1 i a. SCALE: 1/2" = 1'-0" 0 W 0 0) LU U Q W 8. — ``� m 2 W TYPE I TYPE II 1TYPE III EXISTING FOOTING 8" NEW SLAB W/ FOOTING V Q. 0 0 FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Z) U U O a• 0 2" / 12" 2" / 12"- 1"40" > 1' 10" I— Q W J � Notes: - fn 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil //�//�//�/ W r.- M shall be verified, prior to placing the slab, by field soil test or a soil testing lab. ��\\,\\\,\\\\\ W O 0 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.//\ Z � N N 3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection (2) #5 BARS "DOWELED INTO \ \ \ \ \ \ \ \ \ \ \ V = from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is EXISTING FOOTING W/ EPDXY ��\//\//\//\////\///�//�//�//�//�//�// U) (— required. All slabs shall be 3 1/2" (4" nominal) thick. 8" EMBEDMENT, 25" MIN. LAP 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or Q crack control fiber mesh: Fibermesh ®Mesh, InForce" e3TM' (Formerly Fibermesh MD) per manufacturers TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. SCALE: 1/2" = V-0" 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. CD io (See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'4' projection from the host structure up to a maximum 2T-0" n 2 N ro projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 2V-0"Co shall have site specific engineering. z LL 2 LL SLAB -FOOTING DETAILS SCALE: 3/4' = V-0' k W O °' K o m OPY g d W m LL m W J O a W ) 0 v m L C L O N Z m � o m� r n a j roaCt LU ro m C x U IDP U o Z n If 2 W F W Z z z w O 4 2 a 0 N v rn rn UJI SHEET z J 2 z w _W 6 W rn z z w 12 12-01-2009 of 0 UNIFORM LOAD ril A B SINGLE SPAN CANTILEVER UNIFORM LOAD I t A B C 2 SPAN UNIFORM LOAD TRUFAST SIP HD FASTENER SELF -MATING BEAM "t"+1-1/2" LENGTH (t+1") @ 8" O.C. t+1-1/4" I a (SIZE VARIES) A B ®® ` 1 OR SINGLE SPAN UNIFORM LOAD ® SUPER OR L L L EXTRUDED A B C D GUTTER — 3 SPAN THRU-BOLT #AND SIZE PER TABLE 3A.3 UNIFORM LOAD I A B C D E A coAAI NOTES: 1) I = Span Length a, = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A(W L) SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d - .50" STAGGERED ON EACH d-.50" d-.50" 1' MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB 75 d-.50" d PLATE CAN BE INSIDE OR 7 OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1" MAX. NOT NUMBER OF SCREWS HEIGHT 2 x (d - .50") LENGTH Minimum Distance and Screw Size I cis (in.) j Edgeto Center 2ds n. Centerto Center 2-112ds in. Beam Size Thickness in. #8 0.16 3/8 7116 2' x 7' x 0.055" x 0.120— 1/16 = 0.063 #10 0.19 318 W 2'x8"x0.072'x0.224' 118=0.125 #12 0.21 7/i6 9116 2"x9"xO.072'xO.224" 1/8=0.125 #14or 1/4' 0.25 112 5/8 2'x9'x0.082'x0.306' 11870.125 5116" 0.31 5/8 4 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 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = 1'-0" 2' x 2" ANGLE EACH SIDE I BEAM SIZE PER TABLE 1.10 SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 # AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER I J Q D 20 H ZO w WLU >— Q J Z H W Z 0_ -j W O W� 0 fU~ J Z 0)O U� O No HUH �N Q W U fA Z U m D W o Z U O U) N J Q (fl r N � , Uj LL uj W corn% o WLL m —t O n Cc o - m C Fo-v ti zz O) �tn�a roast W m a Un at C (j ro c 0 ,CL J 1— O Z SHEET o N W F N � 7 f- n a 12-01-2009¢ OF 12 O Table3A 1?1 ia01 Town &Country Industries, Inc. 600 TCI�:- Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 ""A.uinA ...."f ^f 1d11_1 R') MPH v"InNN- nefnn Aeefnn InaA of 1] n a/RG IRS 7 ftICF r Mar r'-fil-A 2" x 2" x 0.040" Hollow 2" z3Sx (L045'_Holi6w3 Load (tL) Max.Span'L'!(bending'b' or deflection'dj Load Width (n.) Max.Span'L'!(bending'b'or deflection'dl 1&2 Span 3 Span 4 Span Max Cantilever 118 Span IWidth 3 Spam 4 Span Ca hlever 4 5'-0' d S-2" - d 6'-4" d 0'-11' d t 4 •J i 6-11' AP 8'-7*' d 8-9" d 1'4' d 5 4'-8' d 5'-9" d 5-10' d 0'-11' 5 6'-6' d T-11' d 8'-2' d 1'-3' d 6 4-5' d 5-5' d 5-6' 0'-10' d 6 6'-1" d 7'-0" d T-8' d 1-2" d 7 4'-2' d 5'-2' - 5'-3" d 0'-9' 7 5'-9' d T-T d 7'-4" b 1'-1' d 8 T-110 d 4•-11" d 5'-U' d 0'-9" d 8 5'-6' d 6'-10' d 6'-10" b 1'-1" d 9 3'-10' d 4'-9' d 4'-10" b 0'-9" d 9 VA" d 6'-T d 6-5' b 1'-0' d 10 3'-8" d 4'-T d 4'-T b 0'-8" d 10 5'-2- d 6'-4' b 6--1' b 11 3'-T d 4'-5' d 4'-0' b 0'-8" d 11 4'-11' d 6'-0' b 5'-10" b 0'-1 V d 12 3--6- d 4'4' 4'-2" b 0'-8' d " 12 4'-10' d 5'-9" b 5'-7' b 0'-11' 2 x3"x0.060" ollow 2" x 4" x UAW' Hollow Load width (R) Max. Span'L'/(banding'b'or deflection' x.Span'L'/(bending'b'or deflection'd 18,2 Span 3 Span 4 Span CaMt ever Span 3 Span 4 Span Cantilever. 4 7'-9' d 9'-T d 9'-9' d 1'-6' d1' d 11'-3" d 11'-6" d 1'-9" d5 T-2- d 8'-11" d 9'-1' 1'-4" d5" W49'-I" d 10'-5' d 10'-T b 1-7'6 6'-9' 8'4' 8'-6- d 1'-3'd1' d 9'-10- d 9'-8" b 1'-6' d 7 6'-5°d T-11' 8'1' 1-3' d7' 9'-3" b 8'-11" b 1'-8 6'-2" d 7W' d T-9- d 1'-2" d3' d 8'-8" b 8'-5" b9 S-11" d T-4" d T-5" d 1'-1' d1" d 8'-2' b T-11" b10 5'-0' d T-1' tl T-r b 1'-1' d9' d T-9" b 7'-6' b d d 6'-10' b 1%1" d 11 6'-6' d 1 b T-2- b 12 S4' d 6'-8' d 6'-6' _b:!; 1'-0" d 12 6'4" d 7'-1" D 6'-10" b " x 2" x 0.045" Hollow Load Width (fL) Max. Span'0(banding'b" or daflection'd') 1&2 Span 3 Span 4 Span Max. Cantilever4 5-8" d 6'-11' 7'-2` d 1%1' d 5 5'-Y d 6'-6" d 6'-7" d V-11' d 6 4'-11' d 6'-1" d 6'-3' d 0'-11' d 7 4'-8' d 5'-10' d 5'-11' d (Y-11' d 8 4'-6" d S-7" d 5'-8" d 0'-10- d 9 4'4" d 5'4' d S-5" d 0'-10': d 10 7_2_' .d 5'-2" d 5'-3- d 0--g' d 11 4'-0" d 4'-11' d S-1" d 0'-9' d 12 1 3-11- d 1 4--10" d 1 4--11' d 0'-9" d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to -the above spans for total beam spans. .2 Spans maybe interpolated. Tabl�,3Aj1V3-i' 0 Town & Country Industries, Inc. C160054Y � Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr't �"nnnA wtnA m�e} at 1de_1R7 MPH vRlnnifv� nainn A"Rion InaA of 17.n $/SF Tributary Load Width 2'-0' 1 3'-0' 1 4'-0' S' ".t 6'-0' 7*-0"8'-0" W-1)" 12'-0' 14%0" 16'-0^ 18'-0' Hollow•Beams -_.Allowable Span'L'l banding'& or deflection'd' - 12;rz_47,R-0.050"- i 11'-6' d 10'-0' di 9'-1' d ,f8'-5" 41 T-11' di T-T d T-3' di 6'-8' di 6'4' di 5-11" di 5'-9' di 5'-S ,earns Allowable Span'L' f bending'b' or deflection W x• 3"4"• 6'J 12'-9" d 11'4' d 10--1' d g'-5 8'-10' d 8'-5' d 8'-0' d T-5" d T-O" d 6'-8' d 6'4" bi 5'-11' 2" x 5" x 0.050" x 0.116' 16-9' d 13'-9" d 17-6" d 1 -T it W-11' d 10'4' d T-11' d 9'-2' d 8'-8' d 8'-3' d T-10' d T-T d 2" x 6" x 0.050" x 0.120' 18'-5' d 16'-1' d 14'-8" d 13'-7" d 12'-9' d 12'-2" d 1 T-T d 10'-9' d 10'-2" d 97-8" d 9'-3- d 8'-9' 2" x.7" x 0.055" x 0.120" 21'-1" d 18'-5' d 16'-9' d 15'-6' d W-7', d 13'-11' d 13'-3" d 174' -d 11'77' d 11'-0' d 10'-7" d 10'-2" d 2" x 8" x 0.070" x 0.224" 25'-11' d 22'-8" d 20'-8' d 19'-2" it 18'-0" d 1T-1' d 16W4' d 15'-2' d 14'4" d 13'-7' d 12'-11' d 12'-6d 2" x 9" x D.070" x 0.204" 28'-T d 24'-11' d 22'-8' d 21'-1" d 19'-10' d 18'-10" d 18'-0" d 16'-9' d 15'-9' d W-11' d 14'4' d 13'-9' d 2' x 9" x 0.082" x 0.326' 3M-8' d 26'-9' d 244" d 22'-7' d 21'-3" d 20'-2" d 19'4" d 1T-11" d 16'-10" d 16'-0' d 194, d 14'-9' d 2" x 10" x 0.090" x 0.374" 1 35-6' d 31'-0' d W-2" d 26'-2' d 24'-8' d 2T-5" d 22'-5' d 20'-9" d 19' 7" d 18'-7- d 1T-9" d 1T-1' d_ Notes: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add honzontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. 0 Table 3A.1.4-140 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr R en�nnA •vinA nnef Rf 1,111 MPH volnriN- netnn A^ni-"..A ..r 47 n lU-QF Self Mating Sections Tributary Load WiT 2!. = Pudin S acing 5'-0' 6'-0" 7'-0' B'-0" 9•-0' 10'-0' Allowable Span ! bending'b' or deflsction'd' 2' x 4' x 0.046" x 0.050" 12'-7' d 1 T-7` b 10'-T b I 10'-1' b 9'-6' b 8'-11' b 8'-7' b 8'-2' b Y x 5" x 0.050' x 0.048' 15-6' d W-T d IT-10' b 12!-11" b 1T-2' b 1 V-T b 11'-0" b 10'-7' b Y x 6" x 0.05V x 0.060" 18'a' d 1 T-1' b W-10" b I W-10- b 13'-11' b 13'7b 1Y-8" b 12'-1' b 2' x T' x 0.060" x 0.060" 20'-10' d 19'-7' d • 18'-4' b 1-P-r to 16=2' b 15-e b IT-W b 14'-0' b Y x 8" x 0.072" x 0.112' 25'-8' d 24•-2' d 22'-11' d 21'-11' d 20'-9' b 19'-8' b 18'-9' b 1T-11' b 2" x 9" x 0.07Y x 0.112" 2"" d 26'-7' d 25-Y d 23'-11' b 2T-T b 21'-5' b 20'-5' .b W-6" , .b Y x 9' x 0.082' x 0.153' 30'-3' d 28'-6' d 2T-1" d 25-10" d 24'-10" d 23'-9' b 22'-8' b 21'-8' b Y x 10' x 0.09Y x 0A87" 35-1' d 33'-T d 31'4' d 30'4r d 21r-10' d 27"-10' d 26'-10" b 25-8' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table-3A:21¢0 Town & Country Industries, Inc. 600 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr 3 Rer_nnA winA nnef of 1dn MPH vnlnrrN- neinn An^inn In^A ni 71 n e/CF Sections ' .Tributery Load I 'W=Member s acin 3'-07! 3'-6 -. 4'-0"_.- 4'-6" 5'-6" 6'-0" 1 6'-6" _'- --Allowable Natant 'H I endln or deflection Holt r 6 9 b 6'-3 b 5 10 b 5-6" • b 5'-3' b 4'-11' b 4'-9' 74' b - b 6'4' b 5 11" b '-8'U-DD b 5'-2' b 4'-11' b�8 lP d M -- 6 t0 6-2" 5- 1 5-8 5-5 5-3'10=6" b - ti -9W-, b 8'-7' b -9" b 7'-5" b 7'-2' b 6-N" b 6'-8" b 10'-1' b 9'4- b 8'-9'1 b 8'-' b -5" b T-1- b 6'-10' b 6'-7' b 6'-4- b 14'-8` b 13'-7" b 1T-9"' b 11'_11. b 10" b 10'S" b 9'-11' b 9-7" b 9-3' b 2 x4"x 0.046 x 0.100 S.M.B. 124" b 11'-5' b 10-8'b 10` 9'-7`2' b 8'-9- b 8'-5" 8-1' b 7'-10"2"x 5" x 0.050"x 0.100" S.M.B. 14'-10" b 13'-9" b 2'-10' b 17-2-b 11'-611" b 10'-6" b 10--1" b 9'-9'b 9'-5"2" x 6" x 0.050" x 0.120" SM.B. 17'-3' b 15'-11' b 4'-11' b 14'-1" b 13'49' b 17-2` b: 11'-8" b 11'-3' rib 10-11" b 2"x7' x0.055' x0. 20 S.M.B. 20-8 9-1' 17'-10" 6-10' S-17 14-7 W-0 3-6b 3-1 2" x 8" x 0.072" x 0.224' S.M.B. 25'-3' b 23'-5' b 21'-11' b 20'-8' b 19'78' b iT-11' b 1T-2" b 16'-7' b 15'-11' b 2" x 9" x 0.072" x 0.224" S.M.B. 29'-3' b. 27'-1' b 25'4' D 23'-11" b 22'•8b 21-8' b 20'-8' b 19'-11' b 19'-2" b 18'-0' b 2" x 9" x 0.08r x 0.3 0" S.M.B. 32'-8' b 30'-3" b 28'4" b 26'-8' b 25'4- b 24'-2" b 23'- - b 22--21 b 21'-5" b 20'-8' b 2 x 0"x0.092' x0.369 S. 45'-10' 42-5 39-B' b 3 -5 35-6 33- 0 32-5 31-1 2Ar 1 2 -11" 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. . 2. Spans may be interpolated. .% Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 Sections Tributary Load Width = Pudin S acing ' 3'-0" 3'-0" 4'-0' 4'-6" 5'-0" 5'-0' Allowable Height 'H' ! bending'b' or deflection'd' 3' x 3" x 0.045" Fluted 7'-2" b I 6'-7' b 6'-2' bi 5'--10-"-b F 5'-6' b 1 5'-3' b I 5'-1' b 1 4'-10" b 1 4'-B' b 1 4'-6' b 3' x 3" 06 " uare 8'-9" b 8'-1' b T-7' - b T-2' b 6'-10' b 6'-6" b 6'-2" b 5'-11' ti b 5'-7" b aiiz-3,gxf0:093",rsSquar �,'12%7--b 11'-8- ti 10'-11'b 10'4' b 9'-9- b 9'4- b 8--11' b 8` B'-3- b T-11' b 3 - re 15`-0"'b' 13'-11'b 1T-0" b 12'-3' b 11'-8' b 71'-1' b 10'-6' b 1 10-3- b 9'-10" b 9'-6' b 4" x 4" x 0.125" Square 19'-5' bi 1 T-11' b W-10" b 15•-10' b 15'-1" bi 14'4' bl 13'-9° b 1 13'-2' b I 12'-9' b 1 12'4' b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. 1f. _ A m m �m S o. m _H U O U z � d w G m z Q g � <O f¢ ;_ 8g a fn d O Z m tV) (= 0 W w Z m O C� W U a W _j WZ� ZN U Z 0 W W .6 Z g ix� �U ix m O U a 0 W CO) Da o 0d of (n Z lL CO w Z. . W Q ti 0 Z)U.1 M OO Fr V Z N N �co 2 3 w _O Z) H H H J U Q W fA 2 (0 Q to r a Z Z N n O pm J Lu Cl) V lL IL w J Z_ k 2 W Z c LL ci O EL d to a; c is Z W p tL - a ti a C U .i t- 0 0) �rn�a m i m e n O a > LJto w m U m at m CO z 0 4)O F w ' w m. Z - � Lz�t�1 L 1��/ �/7 0 N �l C lL = U � & U n N 0 4UQ10 z p SHEET = U J O W w W 8-140 z i Z w 12 m 12-01-2009 OF 0 REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERI METER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING THE FLOOR, WALL, AND ROOF /---- SYSTEM ARE THAT OF MOBILLE r MANUFACTURED HOME JSTALL NEW 48" OR 60" AUGER ANCHOR PER RULE 5C @ EACH NEW PIER JSTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE: �75` 4' x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET.INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" =1'-V REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST LT @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED SYSTEM ARE THAT OF MOBILE HOME / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. THE FLOOR, WALL, AND ROOF VERTICALLY SYSTEM ARE THAT OF MOBILE REPLACE VINYL SIDING i / MANUFACTURED HOME 8"'12 BOLT @ 32' O.C. TYPE III FOOTING OR 16" x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W/ 112" P.T. PLYWOOD NAILED W/ #8-COMMON 6' O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = 1' -W 6" e /7, aa. 12" \ a •p a. <_ -• ._ •'tea• i X RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing STUD WALL OR POST i r Wind Zone #/ Sq. FIL x I PostAncho @ 48" O.C. Stud Anchors 100 -123 + 10 -14 V-T ABU 44 SP1 @ 32" O.C. 130-140-1., ,y 30 - 17 p_0' ABU 44 SP1 @ 3Y O.C. 140-2 -150 + 30 - 20 1'-3" ABU 44 I SPH4 @ 48- O.C. Maximum 16' projection from host structure. For stud walls use 12' x W L-Bolts @ 48, O.C. and 2" square washers to attach sole plate to footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate onjo,tRe-studs*anchors-and.strapsshall be oar manufacturers•spertifications -' INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH ' LOAD WIDTH IS 112 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED :AL SECTION "FOURTH" WALL FOR AC SCENT TO A MOBILE / MANUFACTURE SCALE: 1/8' = T-0' ExtrusioJ n Sizing Table; KNEE BRACE (SEE TABU 3A.3) LENGTH 16" TO 24" ALL FOURTH WALL DETP POST SIZE (SEE TABLE 3 MAX. POST HEIGHT (SEE TABLES 3A.2.1.2) 0 'upright Size Max. Beam Size Knee Brace Txrx0.038' ..._ ... 2'x4' ...-.... T'x r x 0.036'... 3"xrxD.050" 27xr 2'x3"x O.050" 3•x3"xO.060' 2'X6'S.M.B. 2'x3"x 0.05T 3"x3'x0.093' 2"x B'S.M.B, 2*x3"x 0.050' 3'x3"x0.125" 2'x 9"S.M.B. 3"x3'x O.09T 4'x 4'x 0.125' rx 10'S.M.B. 3-x3-x0.12S Table 3A3 Schedule of Post to Beam Size • Mnlmum post/beam may be used as minimum knee brace a.- Knee Stara Mln. Lon Max Lan rxr. V4 rD rxr 1•-0- 7.0- 2- x r 1'4• Z_0- r x a• r-6- rx4' 1'•6' T-Cr 3A.8 Anchor Schedule for Comoesita Pnnwl an^m P.,..,...,..e. Connection Descri bon SO -100 MPH 110 -130 MPH 140. 150 MPH Receiving channel to roof #10 x (r+1/2') SMS (NO x (r+1/2') SMS #10 x (r+12-)SMS panel at front wall or at the 1 @ S' from each side 1 @ 6• from each 1 @ 6' from each receiving channel of the panel and of the panel and of the panel and 0.024" or 0.030" metal 1 @ 12- O.C. 1 @ 6. O.C. 1 @ 6' O.C. 1/4" x 1-12- lag 1/4' x 1-12' lag 3/6' x IN lag Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6' from each end of wood deck at hontwall. receiving channel and receiving channel and receiving channel and #2 pine or p.t . framing 1 24' O.C. 2 @ 24- O.C. 2 @ 24' O.C. 1W x 1-12' Tapoon 1/4' x 1-12' Tapoon 318' x 1-12' Topcon RelcovIng channel to 1 @ 6' from each end of 1 @ 6' from each and of 2 @ 6' from each end of concrete deck at frontwall. receiving channel and receiving channel and receiving channel and 2XII 1 concrete 1 32- O.C. 1 24" O.C. 2 24' O.C. ReceMng channel to uprights, #8 x 3/4" SMS #10 x 3/4" SMS #14 x 3/4' SMS headers and otherwall 1 @ 6' from each and 1 @ 4' from each and 1 @ 3' from each end connections ofcomnonAntand of component and of component and 0.024' metal 1 36- O.C. 1 @ 24" O.C. 1 @ 24' O.C. 0.030" metal 1 48' O.C. 1 @ 32- D.C. 1 32 O.C. Receiving channel to existing l 114" x 1-12' lag 1/4' x 1-12' lag 3/8' x 1-12' lag w od beam, wood beam, host hoststructure, to eture, deck 1 @ 6' from each and 1 @ 4" from each and 1 @ 3' from each end conons to wood of component and of component and of component and 1@30'O.C. 1@18"O.C. 1@21. O.C. .C. Receiving channel to existing 1/4-x 1-3/4' Tapoon 1/4' x 1-12' Tepcon 3/B'x 1-12' apoon concrete beam, masonry wall, 1 @ V from each end 1 @ 4' from each and 1 @ T from each end slab, foundation, host structure, of component and of component and - of component and or infill connected to concrete. 10 48- O.C. 1 @ 24" O.C. 1 @ 24' O.C. 1 @ 6' from each end 1 @ 4' from each 1 @ 3' from each Roof Panel to top of wall of component end of component end of component &1@12.O.C. &1@9.O.C. &1@6"O.C. a. To wood #10 x'r+IAir #10x'17+1-1/2" #10 x"r + 1-1/2' b.To0.05"aluminum #10x'r+12' Diu x"r+12' #10x'r+12' 1. The anchor schedule above is for mean roof height of 0.29, enclosed structure. exposure T", I = 1.0, maximum front wail projection from host structure of 16', with maximum overhang of 2, and 10• wail height There is no restriction on room length. For structures exceeding this criteria consult the engineer. 2 Anchors through receiving channel into roof panels, woad, or concrete / masonry shall be staggered side to side at the required spacing. 3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce• pine or fir decrease spacing of anchors by 0.75. Reduce sparing of anchors for'C" exposure by 0.83. 4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for "C' exposure by 0.83. 5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-12' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-1W fenderwasher. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum lead ama rce e•h »n u o u Diameter Anchor x Embedment Number of Anchors 1 1 2 3 4 114" x 1" 264#/11-SF 528#22-SF 792#/33-SF 1056#/44-SF -"' Ile x 1-12' 396#/17-SF 792#/33SF 1188#/50-SF 1584#/66-SF 1/4" x 2-12' 66D#/28SF _1320N55SF -1980#183SF- -2640N110.SF- 6/16'x1" 31ZW13SF 624#/26SF 93BN39SF 1248#/52-SF 5116'x1-1/2" 468#20SF 936#139-SF 1404#159SF 1872#,78-SF 6/16"x2-112" 7809133-SF 15601W65SF 2340N98SF 312W130SF 3/8" x 1' 356#/137SF 712#/30SF 1068#/45SF 1424if/59SF 318"x 1.12' 534#22SF 1068#145SF 1602#167-SF 2136#/89SF 318"x2.1/r' I IK?=37SF I 1780#/74SF 2670#/111-SF 3560#/148-SF WIND LOAD CONVERSION TABLE - For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 11D 726.8 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 42.8 O.BD Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Mulbpllers Tension Shear 12d 1.10 127 11d 1.07 1.18 . 10d 1.03 1.09 9d 1.00 1.00 8d 0.98 0.50 7d 0.95 0.81 6d G.72 5d 00.91 .88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2' embedment by manufacturers. 3. Values listed are allowed loads with a safety factor of 4 applied. 4. Products equal to rawl may be substituted. nrhh'cm recemwng ho„aas PA Iel ty the OPLMeter arc sheWoa� Example: Determine the number of conrxete andhors.reguired by dividing tha . uplift load by the anchor allowed load. - "' •" Fora 2" x 6' beam with: spacing = T-0. O.C.; allowed span = 25-9' (Table 1.1) UPLIFT LOAD = 12(BEAM SPAN)x BEAMS UPRIGHT SPACING NUMBEROFANCHORS = 02(25.7S)x T x 7#/Sq. FL)/ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.875#/300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2,500 p.s.i, concrete. 12-01-2009 m� o Z j 0 x 2 a ZQ A Q m m LL� o gOM J c f rr 3WE Sg D O uj a Q 20 W 0 pW LU m ZO J 5 Di CO J Vr N U LLI Z ~ > W Z h 0 Fes-- Lu U) oz,S IY V M m W o U } p 0 W w �Q U LLJ U)Z Co 0-.1 LPL&5 j W 01) CD µZwI F _Z U O N. N 2 � D W H _J ~ O � c � K a r ro ? Co 0 _I ra F 2u"at -.. L U O j---__ _ .. F W 0- W. m LL n g a? Z 0= O n o C ti o U LLO C U n p 0) pc U m Fpc- m 06 d i ro = co t W W W m �!(= W C ~Ur n m C ro m ` L m FO O S co F(- Z W III a IX 0 p U 1 Q O W z 9 W U) W Q 2 K W f OF 121 0 GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor/ home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer or certified home inspection company to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When Converting a screen room to a glass room or a Carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not:be used. SECTION 7 DESIGN STATEMENT: Thexoof systems are main force resisting systems and components and cladding in conformance with the'2007 Florida Building Code w/-2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20'; T= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen-f;ooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All pressures shown are in PSF. 1.:Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design windJoads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Gl ass 9 room roof design loads use a minimum live load of 20 PSF for 100 to 1 40-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5, Analytical'Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B"to"C" Exposure "B"to"D" Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 1.21 0.91 0.94 1.471.29 6MeanRD(If 0.88 0.92 1.64 0.81 0.87 1.34 0.86 0.91 1.60 0.79 0.86 1.40 0.85 0.89 1.66 0.78 0.85 1.37 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 Conversion Table 7B from Enclosed to Partially Enclosed Building Classification Exposure "B" Multipliers for Roofs Loads I Spans Deflection 1.03 0.92 Bending 1.05 0.on INDUSTRY STANDARD ROOF PANELS CO) � 1 it l!I 12.00" I' 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 -Io 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = V-0" W TQ 12.00' CLEATED ROOF PANEL SELECT PANEL DEPTH FROM TABLES SCALE: 2" = V-0" ALUMINUM SKIN E.P.S. CORE . ........................ J SIDE CONNECTIONS VARY w :': DO NOT AFFECT SPANS) a�O r.:•.•i:r::.irr:i�:•i:.r::.:i.i ....................... 48.00" Open Structures Mono Sloped 1= 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpi = 0.00 Zone 2 loads reduced by 25 Screen Rooms & Attached Covers 1= 0.87 for90 to 100 MPH 1 = 0.77 for 100 to 150 MPH KCpi = 0.00 Zone 2 Glass & Modular Enclosed Rooms &Roof Overs 1= 1.00 KCpi = 0.18 Zone 2 Overhang / Cantilever All Rooms 1 = 1.00 KCpi = 0.18 Zone 3 Basle Wind Pressure Effective Area 50 20 10 Basle Wind Pressure Effective Area Basic Wind Pressure Effective Area Basic Wind 1 Pressure Effective 50 20 Area 10 50 1 20 1 10 50 20 1 100 MPH 13 13 16 25 17 20' 23 26 17 23 1 27 30 1 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 1 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43L2239 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 4541 57 69 130 MPH 20 20 23 27 26 29 35 39 26 38 45 5146 64 77 140-1 MPH 23 23 27 31 30 34 40 46 30 44 53 5953 74 89 140-2 MPH 23'23 27 31 30 34 40 46 30 44 53 5954 74 89 150 MPH 26' 26 32 36 34 39 46 52 34 51 60 6861 85 102 Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure'C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 29 projection with a 2' overhang. Any greater load width shall be site specific. COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = V-0" PRIMARY CONNECTION: (3) # ' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4' S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12' O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-Y ROOF PANEL TO WALL DETAIL �YN_U�i'i6ilarri SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL # ` x 11T S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-112" x 1/8" x 11-11T PLATE OF 6063-T-5,-3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE ;16161=7-M1911 # ' x 1/2" S.M.S. (3) PER A (BOTTOM) AND (1) @ RIS (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE EACH # ' x 112" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH # 'x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEA' SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S. I `SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 130 140 150 #B 1 #10 1 #12 1 #12 TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR - WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING - � PAN ROOF PANEL z iL rn W ago �Q --I-- POST AND BEAM (PER O TABLES) rn ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL'CONSTRUCTION PAN ROOF PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A- PLACE (2) BEADS OF CAULKING ON BACKSIDE 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) PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM N61LDO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. O F" 20 a Z0 pW IX a Cl)>_ J (7 N Q Z Q Z r H W 0 � If- W od 0 5 Z JU ti MLU U }o U H 0 d W Q !i f17-W W _I Z) Cl)CoWCo rn W o 0 _Z U CJ 04 U) 2 Z ~ J ?> Q LPL W W LL • z _ E m W U rn x 0 d W m LL m n � ¢ 6 v m C �D-v 0) :J Co Ib r LU v~itmL � c7 O = .r U > ur U C U i) C 0 m � F- u XK YS � ET 10A z z a w / -2009 OF 12 m EXISTING TRUSS OR RAFTER #10 x 1-l12" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12' O.C. OTHER CONSTRUCTIONS FOR MASONRY USE: (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: tu'•;;•;;•;'•; #14 x 1-1/2" S.M.S. OR WOOD ° ........• SCREWS @ 12" O.C. ::{i ::: il_::i:_r::_i:: FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = V-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 "C. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 REMOVE RAFTER TAIL TO j HERE j REMOVE ROOF TO HERE I I #8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE •----F---- #10 x 1-1/2" S.M.S. OR WOOD LL -j _ SCREW (2) PER RAFTER OR Oa z a TRUSS TAIL aQ w 1-1/2" x l/8" x l l-1/2" PLATE OF HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE SCALE: 2" = 1'-0" REMOVE RAFTER TAIL TO j HERE I I REMOVE ROOF TO HERE I L j j x S.M.S. SPACED @ O. @ 8" O.C. BOTH SIDES )ER SHINGLE COMPOSITE ROOF PAN HEADER ` NEW2x_FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: T = l'-0" EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA - 6" x'P x 6" 0.024" MIN. BREAK FORMED FLASHING � ROOF PANEL' SCREW #10 x ff + 112") W/ 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 314") AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM (PER WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = 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 g THICKNESS AS PAN (MIN.) �— EXTEND UNDER DRIP EDGE 1" MIN. ANCHORTO FASCIAAND RISER OF PAN AS SHOWN #8 x 314" SCREWS @ 16" O.C. #8 x 1/2" SCREWS @ EACH RIB ROOF PANEL — ----- QO I 1-112" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 #8 x 1/2" S.M.S. @ 8" O.C. — HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY , OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. STRIP SEALANT BETWEEN FASCIA AND HEADER 11T SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16 O.C. EACH WAY FASTENING SCREW SHOULD BE A MIN. OF 1" BACK FROM THE EDGE OF FLASHING #8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 7 6" 10" 3" C"IPOSITE ROOF PANS O p (SEE SPAN TABLE). / WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS LESS THAN 3/4" THE FLASHING SYSTEM SHOWN IS REQUIRED ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = l'-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. uj 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" .03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME iv z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" 04 MIN. ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN 1" FASCIA (MIN.) #10 x 1-1/2" S.M.S. @ 16" O.C. 0.040" ANGLE W/ #8 x 1/2" S.M.S. @ 4" O.C. COMPOSITE ROOF PANEL HEADER (SEE. NOTE BELOW) #8 x (d+1/2") S.M.S.@ A" O.C. FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. QR W'OOE SCREWS @ 12" O.C. J Q D Z U) 20 ZO 07 } J LU Z LU UJ ca O 0 } O of U �Q LU U) Z 07 :2 LLI LU Z cc Z_U J Q T 0 W Oo CD N Z A CO LU m 0 W CC IL O C' J LL ti O O O O O N N 2 H c c- co 2 m N � - I W Cl) LLJ LL Z W (3 0 X O g Ulm LL w J O a. o a).n m w c �a� o m zuon :jz Q LLI co) w Lu > �=a co O U 3: m F N U c (0 F W J Z LL ALTERNATE ROOF PANEL TO WALL DETAIL V (L SHEET SCALE: 2" =1'-W ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL o ' ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = 1-0" S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH y O BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. W PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l" OF THE ABOVE SCREW TYPES AND S2 THE ABOVE SPECIFIED RIB SCREW. I 12-01-2009 OF m z K w w z 0 z wt Z z w m w II I A II III v RAFTERS STING TRUSSES OR #8 x 112" WASHER HEADED j II I A B II II B 0 �H HOST STRUCTURE CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT d HEADS SCREWS @ 8' O.C.— ALUMINUM FLASHING SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT / z II FASCIA OF HOST STRUCTURE PLYWOOD OSB BRIDGE 3" COMPOSITE OR PAN ROOF O FILLER H II (SPAN PER TABLES) � W 2" x _RIDGE OR ROOF BEAM F. a -II II (SEE TABLES) SCREEN OR GLASS ROOM f � WALL (SEE TABLES) . PROVIDE SUPPORTS AS REQUIRED fW !VARIES � ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES TUNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB - - - #8 x _ _ _ _ _ COMPOSITE ROOF: 12LAG SCREWS wi SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW e 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0' 2" X 2" x 0.044" HOLLOW EXT 5116"0 x 4" LONG (MIN.) LAG I( 11 SCREW FOR 1-1/2" L� EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("i + 3/4") AT 8" O.C: FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" = 1'-0' COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS WI WASHERS FOR 140 & 150 MPH USE (2) 3/8" x 3" LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF �12 Q 6 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT AGAINST EXISTING ROOF 0.024" FLASHING UNDER EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND (8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. I;49lci=l3Alul 2" x 6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = V-W A - A - SECTION VIEW SCALE: 1/2" = V-0" B - B - ELEVATION VIEW SCALE: 1/2" = V-0" I B -B - PLAN VIEW SCALE: 1/2" = V-0" RISER PANEL ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL SCALE: 2" = V-0' FOR FASTENING TO WOOD USE TRUFAST SD x ("P + 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D" ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 1 V-0" OR LESS (3) #8 WASHER HEADED SCREWS W/1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRE TREATED W/ VAPOR COMPOSITE PANEL mmi Eamm UNTREATED OR PRESS TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = l'-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER #10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL (MIN. SLOPE 1/4" : V) (3) #8 x 3/4" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 POST SIZE PER TABLES SCALE: 2" = V-0" INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" EXISTING FASCIA PLACE SUPER OR EXTRUDED ALUMINUM U-CLIP W/ (4) 1/4" x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE, 1-1/2" LAG SCREWS AND (2) SEALANT 1/4" x 4" THROUGH BOLTS #10 x 2" S.M.S. @ 12" O.C. \ (TYPICAL) 1/2" 0 SCH. 40 PVC FERRULE TRUSSES OR RAFTERS SEALANT I (2) 1/4" x 4" LAG SCREWS AND _ _ (1) # 8 x 3/4" PER PAN RIB WASHERS EACH SIDE — — — — — (9 z a of O w 0o O O z w z z c" t z LL �I O — awry CAULK EXPOSED SCREWONLY HEADS POST SIZE PER TABLES OR ;SUPER 3" PAN ROOF PANEL INSTALL W/ EXTRUDED OR x 8" LAG SCREW (1) PERJ GUTTER (MIN. SLOPE 1!4": 1')1/4" BREAK FORMED 0.050" TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION ALUMINUM U-CLIP W/ (4) 1/4" x 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) 1-1/2- LAG SCREWS AND (2) BETWEEN RAFTER TAILS #8 x 112" S.M.S. EACH PANEL co 1/4" x 4" THROUGH BOLTS w (TYPICAL) SUPER OR EXTRUDED GUTTER w EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 9 SCALE: 2" = 1'-0" 12-01-2009 mm o z O a w � y y i 0 n w m N aQ z m �o o -0 3 OLL C Q in J �o 30 �g D O H Zp OW C9 I U U o } --I 0 N Lu Z Q _Z W 0 U W 06 0 5 Z W U � m p D U ~ d �Q U O ciZ G7 LLLU �W ISM �LU o0 Z N N j U (O = >H ' -I > Q I;t ro C.0 pt Z°' n N a -"I LL W-� LL W 41 x o d W a LL m O c 0 v m a U r � :.> m x m m ro n LLI v) a ao L -5 U >_ c N U o c ca m .J a 0 SEAL z z w z zz 10C W z z w OF 12 co 0 " BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 3I4'0 HOLE BEHIND DRIP EDGE #10 x 4" S.M.S. W/ 1-1/2'0 GUTTER FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & PAN ROOF EXISTING TRUSS OR RAFTER WASHERS SEALANT CAULK EXPOSED SCREW #10 x 2" S.M.S. @ 24" O.C. — —_ —_ _ _ HEADS 3" COMPOSITE ROOF PANEL (MIN. SLOPE 1/4" : T) 1/4' x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL 1/2" 0 SCH. 40 PVC FERRULE \ IFS EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = V-0" OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS (3) #10 x 2" INTO FASCIA AND CE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER TIER BEHIND DRIP EDGE OPTION 2: 1/4" x 8"'LAG SCREW (1) PER TRUSS /RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT #10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL — — — — — (MIN. SLOPE 1/4" : 1') PLA GU EXTRUDED OR 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER \� FASTEN TO PANEL W/ SUPER GUTTER #8 x 1/2" S.M.S. EACH SIDE EXISTING FASCIA @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = V-0" GUTTER BRACE @ 2'-0" O/C CAULK SLOPE .............. . COMPOSITE ROOF J / SUPER OR HEADER EXTRUDED CAULK GUTTER SOFFIT 2" x 9" BEAM i (2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: T = V-0" 0.$ 12 3/8" x 3-1/2" LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-11T & 3" RISER PANS GUTTERS FOR 2-11T AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = V-0" FLASHING 0.024" OR 26 GA GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4' ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE �-A� B A = WIDTH REQ. FOR GUTT B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" (ALTERNATE) (1)1-3/4" x 1-3/4" x 1-3/4' x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = V-0" e. RECEIVING CHANNEL OVER 2" x 6" S.M.B. W/ (4) BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE SPACER @ RECEIVING EACH SIDE CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL #10 x 2-1/2" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE 2" x 6" SUB FASCIA STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = V-0" PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER (BREAK- #8 x 9/16" TEK SCREWS @ FORMED OR EXT.) PAN RIBS EACH SIDE HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR CAULK ALL EXPOSED SCREW GABLED APPLICATION HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER ALUMINUM USE TRU ST HD x ("r + 3/4") AT W O.C. F R UP TO 130 MPH WI D SPEED EXPOSURE "D"; 6" C. FOR ABOVE 130 MPH D UP TO 150 MPH WI SPEED EXPO URE"D" CAULK ALL EXPOSEI SCREW �4 HEADS 8 WASHERS FOR COMPOST OOFS: #10: t+112�S .S.W/ 1-1/4"0 FENDER W HERS @ 12" O.C. (LE GTH = PANEL THICKNE-T +1") I ROOF BEARING ELEJAENT (SHOWN) AND 24" qC. @ J-BEARING ELEMENT ISIDE ROOF1 T9 SCALE: 2" = l'-0" c� z W PAN OR COMPOSITE ROOF LL PANEL Ix LL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM w m O z FOR PAN ROOFS: 3) EACH #8 x 1/2" LON � S.M. z I*R 12" PANEL W/ 3m" z �LUMINUMPANWASHER' �•. Q, O a O LU O z ZO Orn m uj CO } J 0 N z 0Lu Z ¢ Z - zw �F w 0 =J g LU ozs z W 0 m 0 J Z M o 0 - 0 0 d u' m Q W O j w (n Z U) W z 2W do Z N 04 �: U 0 2 w F_ J Q det' m N (o �0 CD PZ. � m it Z N t� m J Q M M zLL# LU'Drnm 3 d W c LL m p a C ti d v C 0 :� U) to LLI ti a afOo t U C j m 0 N n cri SECTION 7) 0 BEAM w p p z a SHEETz U , J � z 10 D _W Qd z wO 12 m 12-01-2009 OF 0.024" x 1Y ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" x 3" x 3" POST OR SIMILAR #10 x 4" S.M.S. W/ 114 x 1-112" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT #8 x 9/16" TEK SCREW @ W O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS (3)1/4"0 THRU-BOLTS "P.) e. #8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM @ POST DETAIL SCALE: T = V-0" 0.024" X 1T ALUMINUM BRK MTL RIDGE CAP FASTENING OF COMPOSITE --' --- PANEL' VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION ... Z .... . ..... \ #8 x 9/16" TEK SCREW @ 8" :.:.; .... O.C. ROOF PANEL Tx _ SELF MATING BEAM #5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("r + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: T = V-0" 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET TYPICAL INSULATED PANEL SCALE: Y = 1'-0" #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 112" S.M.S. W/ 1/0 0 WASHER NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024". PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 8 1.20 FOR H-14 OR H-25 METAL. COVERED AREA nnuundnupn TAB AREA "n nuunu 3/B FOR AI"WIDESADHESIVE ndn'nPn STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2 : 12 SUBSEQUENT ROWS STARTER ROW duun COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO VT DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED E NDER THE SHINGLE AT MID STARTER AREA AND ON U TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA. ADHESIVE: BASF DEGASEAL- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2: 12 0 0 0 0 o SUBSEQUENT ROWS 0 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2 : 12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507,38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET P60K SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH W!N0 ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. d mm oz) 1zm m zQ — m m �o o0 LL mw �Za 30 8ge _J Q Z 2 20 I-- Lu p pw i 9 of (n —I O 0 0 N Luz p — H co W z � p U) ca p Of U ti 5 Z m Lu _12 =U ~ �d D_ Q U p U) Z co LLLL U) gw Z) W I- M o CD O Z_U 04 N 2 C J Q (O � co r— m rik z N n —I W_Mm z LL Z LL :tk W C7 x n a rr o n o � a LL o m C t n Q h a c t m N _ m c O r a � m w Fm- w z F rf K,I 1 0 C J 4 010 rq SEAL z w it SHEET 0 z U 0 z 10E z Lu z w 12 m 12-01-2009 OF O Table 1 Allowable Spans for Town & Country Industries, Inc. Riser Panels for Various Loads Aluminum Alloy 3105 H-14, H-18 or H-25 3-x1L-x Wind Zone (MPH) u.u[ 2 or a MonoSio Klo Klaer Ydrrma Open Structures Roof Screen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Rooms & Roof Overs Over / Cantilever All Roofs 182 s annoad• 3 s annoad• 4 s annoad• 182 s annoad' 3 s annoad' 4 s nlload• 182 s annoad• 3 s annoad• 4 s annoad• 100 17-2' 15.8 16'-1" 12.8 16--5' 128 11--0" 21.0 1T-8" 11' 21.0 9'-1T 30.0 12'-7' 27.0 12.10' 27.0 4'-0' 45.0 110 11'-11" 16.5 15'-10' 13.5 16'-1` 13.5 10'-10' 22.0 13'S' $' 22.0 9'-3' 36.0 11'-70' 32.0 12'-1' 320 3--9' 55.0 120 1 fr2' 20.3 13'-10' 20.3 15'-1' 16.5 9'-10' 30.0 17-7' 10' 27.0 6'-8' 43.0 11'-1' 39.0 11 -4' 39.0 3'-7' 65.0 123 11-0" 21.2 13-7- 21.2 13'-11- 21.2 9'-7- 31.8 17-0' -7" 28.2 8-6' 45.4 10'-11' 40.8 11'-2' 40.6 3$' 68.fi 130 10'$' 23.3 13'-2' 23.3 13'-5" 23.3 9'-3- 36.0 11'-11' -3' 31.0 W427-6- 8'-3' 51.0 10-T 45.0 10'-10' 45.0 Y-4' 77.0 140A 9'-9- 30.8 1 --T 0.0 17-10- 27.0 t 10' 41.0 11'-5' $' 36.0 T-10' 59.0 9'$' 59.0 9'-10' 59.0 3'-3' 89.0 1408 9'-9' 30.8 1Z-T 27A 17-10' 27.0 B'-10' 41.0 11'S" $' 36.0 T-10- -- 9'$' 59.0 9'-10' 59.0 3'-3- 89.0 150 9'-3- 36.0 11'-11' 31.5 17-2" 31.5 B'-5' 48.0 10'-10' -1' 42.0 T$' 68.0 9'-3' 68.0 9'-5' 68.0 3'-1' 102.0 z Wind Zone (MPH) u.uov 1 11 . ..... MonoSlo r..o- Open Structures d Roof Sereert Rooms & Attached Covers Glazs &Modular Rooms Enclosed Rooms & Roof Oven; Overhang! Cantilever All Roofs s Moad• s annoad• s aNload' s nnoad• annoad• s aNload' s annoad• s annoad• s annoad• 100 13'-2' 1153 1T-5" 12.8 1T-9' 112.8 11'-11' 21.0 16-10" 17.0 16-2- 17.0 10'41" 27.0 13'-7- 27.0 13'.10' 27.0 4'-0' 45.0 110 12'-11' 16.5 1T-1' 13.6 17'-5' 13.5 11.9' 22.0 1&-6' 18.0 15'-10' 18.0 10'-4" 32.0 17-10" 32.0 13'-1' 352.0 4'-0" 55.0 120 12'-1' 20.3 15'-14' 16.5U 5 10'-11' 27.0 13'-7' 27.0 1&-10" 27.0 9'-5' 43.0 11'-11" 39.0 12'-3" 39.0 3'-10" 65.0 123 11-11- 21.2 15'-8' 17.44 f0'-10 28.2 13'-4' 28.2 13'$' 28.2 9'-3" 45A 11'-10" 40.8 17-1` 40.8 4'-0' fi8.6 130 11'-6' 23.35 10'-6' 31.0 12'-17' 31.0 13$' 31.0 8'-11' S1.0 11'-5' 45.0 11'-8' 45.0 3'-8' 77.0 10'.1127.013'-7' 27.0 0 9'-T 41.0 12'-0' 36.0 17-7' 36.0 8'-5' 59.0 10'-10' 53.0 11'-1' 530 3'-6' 89.0 140B 10'-11" 27.0 13'-7' 27.0 0 9'-7- 41.0 12'-4- 36.0 -12'-7' 36.0 8'-5' S90 10'-10' S30 11'-1' S3.0 3'$" 89.0 150 10'-5• 31.5 12'-11' 31.55 9'-1' 48.060.0 10'-T 60.0 3'-4" 102.0 z Wind Zone (MPH) Open Structures O.P. o d Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Rooms & Roof Overs Overhang / Cantilever All Roofs ..s annoad• s annoad• s annoad' Spann spa nnoad• s annoad• s annoad' s annoad• s annoad' 100 16'$' 112.8 20'-4' 112.81 20'-9' 1128 13'-11' 21.0 18'-6" 17.0 18'-10" 17.0 12-10' 27.0 16'-9" 23.0 17'-1" 23.0 4'-0" 45.0 110 16'-2' 13.5 19'-11' 13.5 20'-4" 13.5 13'-9' 22.0 18'-2' 18.0 18'-6" 18.0 12'-1' 32.0 15'-10' 27.0 16'-2' 27.0 T: 55.0 120 15'-l" 16.5 18'-8" 16.5 19'-0' 16.5 12'-10" 27.0 16'-11" 22.0 17'-4" 22.0 11'-4' 39.0 14'-0° 39.0 15'-3' 32.0 4'-0" 65.0 123 13'-11' 21.2 18'-4' 17.4 18'-8' 17.4 17-8" 28.2 16'-8' 23.2 16'-11' 23.2 11'-2' 40.8 13'-10- 40.8 14'-l" 40.8 4'-0" 68.6 . 130 13'-6" 23.3 17'-8' 19.5 18'-0' 19.5 17-3' 31.0 16'-0' 26.0 16- 26.0 10'-10° 45.0 13'4' 45.0 13'-8' 45.0 4'-0' 77.0 140A 12'-10- 27.0 16'-10' 22.5 17'-2' 225 11'-8" 36.0. 15'-4` 30.6 15'-7" 30.0 9'-11' S9.0 12'$" 53.0 12'.11" 53.0 89.0 140B 12'-10- 2T 16'-10" 225 17'-2` 22.5 11'-W 36.0 15'-4' 30.0 15'-7' 30.0 9'-11' S9.0 12'-8' S3.0 12'-11' 13.0 4'-0' 89.0 150 17-2` 31.5 16'-Y 25.5 16'-6' 25.5 11'-1' 42.0 13'-8' 42.0 13'-11' 42.0 9'-5' 68.0 12'•2' 60.0 17-5' 60.0 4' -W 102.0 Note: 1. Total roof panel width = room width +wall width +overhang. *Design or applied load based on the affective area of the panel. 2 2004 Aluminum Structures Design Manual Allowable Stress Method was used for all tables. 3. Roof max. span is from host structure to front wall beam or from support to support for multiple spans. Tablet Allowable Spans for Town & Country Industries, Inc. Riser Panels for Various Loads Aluminum Alloy 3105 H-28 or 3004 H-34 V Wind Zone (MPH) MPH Open Structures MonoSlo ono -Sloped of Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Rooms vers & Roof O Overhang I Cantilever All Roofs 1&2 - s annoad• 3 s annoad• 4 s annoad' 1&2 s annoad• 3 s anfload• 4 s anlload'oad' 2 3 s annoad' 4 s annoad' 100 •12'-3' 15.8 16'-3' 12.8 16'-7" 12.8 11'-2- 21.0 13'-9" 17.0 15'-1- 17.027.0 12'$' 23.0 12'-11' 23.0 4'-0' 45.0 110 '17-1' 16.5 15'-11" 13.5 16'-3" 13.5 10'-11" 22.0 is-7' 18.0 13'-10" 18.032.0 11'-11" 27.0 12'-3" 27.0 3'-10' 55.0 12011-3 20.3 13'-11' 20.3 15'-3' 16.5 10'-3" 27.0 12'-8' 22.0 12-11 22A39.0 N7�1 11'-2' 39.0 11'-5" 39.0 3'-7' 65.0 123 11'-1' 21.2 13'-9' 21.2 14'-0" 21- 9'-8" 28.2 12'-6" 23.2 12'-9' 23.240.8 11'-0" 40.8 11'-3" 40.8 3'-6" 68.6 130 '10'-9' 23.3 13'-4" 23.3 13'-7" 23.3 91-4" 31.0 12'-1' 26.0 12'4' 26.045.0 10'-8" 45.0 10'-11' 45.0 3'-5" 77.0 140A 10'-3' 27.0 12'-8' 27.0 12'-11 27.0 8--11" 36.0 11'-6' 36.0 11'-9" 30.053.0 9'-9- 53.0 10'-0' 53.0 3'-3' 89.0 140B 10'-3' 27.0 17-8' 21.0 12'-11' 27.0 8'-11' 35.0 11'-6' 36.0 11'-9' 30.053.0 9'-9" 53.0 10'-4- 53.0 3'3` 8909'12'-3" 31.5 8'$' 42.0 10'-11' 420 11'-2' 420 T-6 60.0 9'-0' 60.0 9'-6" 60.0 3'-1' 102.0 a-- z 7L- z u.uau -Auramo nicer rmrers Open Structures Screen Roo ms Glass & Modular Rooms Overhang Wind Mono -Sloped Roof & Attached Covers Enclosed Rooms & Roof Overs Cantilever Zone s annoad• s anlload• s anload' spa Nloacr s annoad• s anload• s annoad• s6annoad• s anlload' (MPH) Roofs 100 13'-3' 12.8 17W" 12.8 1T-11' 12.8 12'-(r 17.0 15'-11" 17.0 16'-3" 17.0 11'-1' 27.0 13'-B" 23.0 13'-11- 23.0 4'-0" 45.0 110 13'-0' 13.5 1T3' 13.5 17'-7" 13.5 11'-10" 18.0 15'-8° 18.0 75'-11" 18.0 10'-5" 32.0 12'-11' 27.0 13'.2" 27.0 4'-(r 55.0 120 12'-2' 16.5 16'-1' 16.5 16'-5' 16.5 11'-1' 27.0 13'-8' 22.0 13'-11' 22.0 9'-6' 39.0 12'-1' 32.0 174' 32.0 3'-11' 65.0 123 12'-0' 17.4 15'-10" 17-4 16'-2' 17.4 10'-11' 28.2 13'-6' 23.2 13'-9" 23.2 9'-4' 40.8 11'-11' 33.8 12'-2' 33.8 4'-0' 68.6 130 11'$" 19.5 15'-3" 19.5 15'-7' 19.5 10'-7' 31.0 13'-1' 26.0 13'-0' 26.0 8'-11' 45.0 71'-6' 45.0 11'-9- 38.0 3'-1 77.0 140A 11'-1' 27.0 13'-8' 22.5 13'-11' 225 9'-8' 36.0 12'-5' 30.0 1Z-B" 30.0 8'$' 53.0 10'-71" 53.0 11'-2' S3.0 3'$' 89.0 140E 11'-1' 27.0 13'-8' 22.5 13'-11' 22.5 9'-8' 36D 12'-5' 30.0 12'-B' 30.0 816' 53.0 10'-11' 53.0 11'-2" 53.0 3'$' 89.0 150 10'-6' 31.5 17-11" 25.5 13'-3' 25.5 9'-Y 42.0 11'-10" 34.01)'-6" 60.0 10'-8' 60.0 3'-4' 102.0 s z , Open Structures Screen Rooms Glass 8 Modular Rooms Overhang / Wind MonoSlo ad Roof & Attached Covers Enclosed Rooms & Roof Overs Cantilever Zone All (MPH) s annoad' s aNload• s anlload' s anlload• s annoad• s anlload• s annoad• annoad• So, s anlload• Roofs 100 16'-7' 13.8 20'$ 12.8 '- 1' 20 1 128 15'-1" 17.0 18'-8' 17.0 19'-0 ' 17.0 12'-11' 23.0 16'-10 ' 2 3.0 17'-2' 23.0 4'-0' 45.0 110 16'-4' 13.5 20'-2' 13.5 20'-7' 13.5 13'-10' 18.0 18'-4' 18.0 18'-8' 18.0 12'-3' 27.0 15'-11' 27.0 16'-0' 27.0 4'-D' 55.0 120 15'-3' 16.6 18'-10" 16.5 19'-3' 16.5 1T-11' 22.0 1T-1' 22.0 17'-5"15'-1" 32.0 15'-5' 32.0 4'-0' 65.0 123 14'-0' 17.4 18'-6" 17.4 1tr-11' 17.4 12'-9` 23.2 16'-10" 23.2 17'-2' 23.2 11'-3' 40.8 13'-11' 33.8 15'-2" 33.8 4'-0" 68.6 130 13'-7" 19.6 17'-10" 19.5 18'-Y 19.5 12'-4" 26.0 16'-2' 26.0 16'-6' 26.0 10'-11' 45.0 13'-6' 31.0 13'-9" ..0 4'-0" 77.0 140A 12'-11' 22.5 16'-11' 22.5 1T-0' 22.5 11'-9" 30.0 15'-5' 30.0 15'-9- 30.0 10'-0" 53.0 12'-9' 44.0 13'-0' 44.0 4'-0" 89.0 740E 1Z-11" 22.5 16'-11- 22.5 17'-4" 22.5 11'-9' 30.0 15'-5" 30.0 15'-9" 130.0 1 10'-4- S3.0 12'-9" ­U 13'-U 44.0 4'-0" 89.0 150 12'$' 25.5 16'-4' 25.5 16'-7" 25.5 11'-2' 42.0 13--10" 34.0 15'-1' -U n 9'-6" 60.0 12'-3' 51.0 12'-6' 51.0 4'-0' 102.0 Note: 1. Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel. 2. 2004 Aluminum Structures Design Manual Allowable Stress Method was used for all tables. 3. Roof max span is from host structure to front wall beam or from support to support for multiple spans. Table 7.1.1 Allowable Spans and Design / Applied Loads• (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures MonoSlo Roof Screen &Attached Rooms Covers Glass 8 o ular Rooms Enclosed Overhang Cantilever Zone MPH 182 s nnoad• 3 s annoad' 4 s annoad• 182 s annoad• 3 a annoad• 4 s ardload• 182 s Moad• 3 s aneoad• 4 s annoad' All Roofs 100 N-10" 25 5-11' 25 6'-1" 25 4'-9' 26 5'-11' 25 6.0' 26 4'$' 30 S-7' 30 5'-9' 30 1'-10' 45 110 F-3' 20 6'$' 20 S-7' %-4" 20 4'-8' 28 5-9' 28 5'-10' 28 4'-3' 3fi 5'-3- 36 &-5' 36 1'-9' 55 120 S-Y 23 6'-Y 23 23 4--T 33 5'-S 33 &.7- ;8 4'-0' 43 4'-11' 43 5'-1' 43 1'-B' 65 123 4'-11' 24 S-1' 24 6'-Y 2A 4'-4' 35 5'-0' 35 SS' 35 3'-77' 45 4- 1' 45 4'-11' 45 130 4'$' 27 5-10' 27 5'-11' 27 4'-Y 39 5'-Y 39 S-3' 39 0' S1 4'$' S1 4'-10' 51 140.131 5-T 37 5'-9' 31 3'-11' 46 4'-10' 46 4'-11' 46' t3l.--E 51 4'-8' S1 4'-10' S1 69 140.2 5'-T 31 5'$' 31 3'-17' 46 4'-10' 46 4'-11' 46 59 4'-6' S9 4'1'$' 89 150 4'-3" 3fi 5'-3' 3fi 5'-5' 3fi 3'-9' S2 4'-8' 52 . 4'-9' 52S 68 Wind Open Structures Mono -Sloped Roof croon Screen Rooms Covers Glass & Modular Roma Enclosed Overhang) Cantilever Zone M 182 s Moad' 3 s Moad• 4 a Mead' 182 a Moad' 3 a nnoad• 4 s annoad• 182 s annoad• 3 s Moad' 4 s anload• All Roofs 100 S-0' 25 6'-5' 25 6'-6' 25 S-1' 2fi 6'4" 2fi 6'-5' 2fi 4'•10" 30 6'-0' 30 6'-Y 30 1' 45 110 5'-11' 20 5-11' 20 T-1' 20 4'-11' 28 6'-Y 28 6'-3' 28 4'-7' 38 541 3fi 5'-9' 3fi 1'-10' S5 120 5'-7' 23 6'-T 23 S-9' 23 4-9 33 5'-10' 33 5'-11' 33 W-V 43 &-4' 43 &-5' 43 1--9' 6 123 S-6" 24 6'-6' 24 6'-T 24 4'$' 35 w-9' 35 5'-10' 35 4'$' 45 5'S' 45 5'-4' 45 1'-9' 69 130 5'-0' 27 6-3" 27 6'-0' 27 4'S' 39 5'$' 39 S-7' 39 4'-1" 51 5'-0' 51 5'-2' S1 1'-8' 77 1.1 5%0` 31 5'-11' 31 6'-1' 31 4'-3' 46 5'-3' 48 S-4' 46 4'-1' S1 5'-0' S1 5'-Y 51 1'-7' 89 140.2 5'-0" 31 5'-11' 31 S•1' 31 4--W 48 5'-3' 46 5'-4' 46 3'-11' 59 4'-10' 59 4'•11" 59 1'-T 89 ,a_ 4'-9' 38 5'-8' 3fi 5'•9' 38 4'-1' S2 5'-0' S2 S-1' S2 S-8' 68 4'-7' fill 4'-8' 68 1'-6' 102 Wind Open Structures MoncSlo Roof &Attached Screen Rooms Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MPH 1&2 s annoad' 3 s rill 4 s annoad• 1&2 s annoad• 3 s annoad' 4 sea nnoad' 1&2 s annoad• 3 s annoad' 4 s ardload• All Roofs 100 T- ' 25 T-6' 25 T$' 16 5'-1 ' 2fi 7'-5' 2fi T-6' 26 -1' 30 T-Y 30 7-4' 45 110 6- 1 20- 8-2' 20 8 17 5-10' 28 7-2 28 3' 28 5 36 6$ 36 -9 36 2-Y 55 120 6'-6' 23 7-9' 23 7-11' 20 5'$' 33 6-10' 33 6- 1' 33 5'-1' 43 S$' 43 6" 3 2-1' 65 123 6-5 4 7-T 2 T-9 21 5-5 35 6- 35 6-10' 35 4-11 45 6-2 45 6'-3' 45 2-0" 69 30 -2 27 7'-4" 27 T-5'. 23 5'3' 39 6-5 6-7' 39 4-9' 51 5-11' S1 S-0' S1 77 40- 5-11 31 -11 31 7-2 1 4-11 46 8-1 r=4 6-3' 46 4-9 51 5-11 51 6'-0' S1 1-10' 89 40-2 5-11 31 6'-11 31 -2' 4-11 4fi 6-1 6'-3 46 4-7' S9 5-7" 59 5-9' S9 1-10' 150 5'-1 3fi 6-8' 3fi 9-9- 36 4--9- S2 5'-10' 5'-11' 52 4'-4' 68 5'3" 68 Note: Total roof panel width = room width +wall imam + overhang. -uesign or appnea ioaa oases on ma anecum arse rn mn penm Table 7.1.2 Allowable Spans and Design / Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures MonoSlo d Roof Screen S. Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MP 1&2 s annoad• 3 s annoad• 4 spa 1&2 s annoad• 3 s annoad• 4 see 182 s annoad• 3 Spa 4 Spa An Roofs 100 S-9' 25 T•1' 25 T-2' 16 5'-T 2fi 6'-11' 2fi T-1' 2fi 5'-4' 30 6'-7" 30 S-9' 30 7-2' 45 1 e S-2' 20 T$' 20 T-IT. 17 5'-6' 28 6'-9' 28 5-11' 28 5'-1'- 3fi 6'•3" 3fi 8-4' 3fi 7-1' S5 120 5'-11' 23 7'S" 23 T-5' 23 5'-2" 33 S-5' 33 S-7' 33 4'-9' 43 5'-11' 43 5'-11' 43 7'-11' 65 123 5'-9' 24 7'-2' 24 T-4' 24 5'-1' 35 6'-4' 35 6'-5- 35 4'$' 5'-11' 45 1'-71. 69 130 5'-7' 27 6'-10' 27 6'-11' 27 4'-11' 39 6'-1' 39 6'-2- 39 4'-0' S1 5'-T 51 S-8' S1 1'-10' 77 140_1 31 6-8 31 4'-8' 46 5'-9" 46 5'-10' 46 41. S1 &-7- 51 &-8' 140-2 5'-0' 31 6'-7' 31 "- 31 4'$" 46 5'-9- 46 5'-10' 46 4'-3' S9 5'-3' S9 6-5' 150 5'-1" 3fi 6'$' 36 6--4' 36 4'-6' S2 5'•6' 52 5'S' 52 4'-1' 68 5'-1' 68 S-2" 68 1'-8' 102 Wind Open Structures MonoSlo d Roof 8 Screen Rooms Atteched Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MP 1&2 s annoad' 3 Spann 4 s annoad' 1&2 s annoad• 3 s annoad• 4 s aNload• 182 s annoad• 3 spa Nload• 4 spa nload' All Roofs 100 T-T 25 T-9' 16 6'-1' ' 2fi 7'-8' 2fi T-e' 2fi 5'-9' 30 7-Y 30 T-45 110 8'-3" 17 e'-5' 17 5'-11' 28 T<" 2fi T-5' 2fi S-5.36 6'-9' 3fi 6'-10'120 T-10' 20 8'-0' 20 5-7' 33 6'-11' 33 T-i' 335'-2.43 6'-4' 436'-6'123 7'-9' 21 7'-10' 2 5'$' 35 6'-10" 35 5-11' 35 5'•0' 45 6'-3' 45 6'-4'130 j6q25 7'-5' 23 T-7' 23 5'�' 39 6'-T 39 6'-8- . 39 4'-10" 51 5'-11' 51 6'-1'140-1 7'-1" 31 T-3' 31 5'-066'-4' 46 4'-10'S1 5'-11- 51140-25-0- 46 6-2 46 6.4' 46 4-7'S9 5'-8" 59150 6'-9' 3fi 6'-10 3fi 4-10 52 5-11' 52 6'-1' S2 4-5' 68 5'-5" 66 5--7- fib 1-1 102 Wind Open Structures Mona -Sloped of Screen Rooms &Attached Coven Glass 8 Modular Rooms Enclosed Overhang I Cantilever Zone MPH 1&2 s annoad• 3 Spann oad• 4 s annoad• 1&2 s annoad' 3 s anlload' 4 s anload• 182 s Moad• 3 s annoad• 4 Spann All Roofs 100 T-2- 25 10 d" 16 10-7' 26 5'-9- 30 110 T-10" 20 9'-8 17 1 -5' 17 6'-11' 28 8'-6" 28 8'-9' 28 6'-4" 36 7-10' 3fi 8'-0' 3fi Z-7' S5 T-5' 23 9'-Y 20 9'-0' 20 6-7'33 '-1" 8' 33 8-3 33 33 5'-11' 43 7'-5 ° Z-5' 65120 173 T-3130 24 9'-0' 21 9'-2' 21 6'-5' 35 7'-11' 35 8'•t' 35 5'•11' 45 T-3 45 7-5' 69' 5-11" 27 8'-8' 23 8'-10- 23 5-2- 39 7--8' 39 7'-10' 39 5'-8' S1 6'-11' 51 2'-4'140-16'-8' 31 8'-3' 27 8'-5' 27 5-10' 46 7'-3' 46 T-5' 46 5'-8' 61 6'-11'S1 U3r-743 7.3140-2 64r 31 B'-3' 27 8'-5' 27 5'-10' 46 T-3" 46 T-5' 46 5'-S 59 6'-8- 591506'-4-36 T-10' 32 &-0- 32 5'-T 52 6'-11' 52 T-1' 52 5'-2' 68 6'4- 68 2'-1' 102 Note: Total roof panel width = room widN +wall width +overhang. -ueslgn or appvea loaa nas se on me eaecvve area or me panel. Table 7.1.3 Allowable Spans and Design / Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind OpenSWCWres Mano-Slarred Roof Screen Rooms & Attached Covers Glass M ular Rooms Enclosed Rooms Overhang Cantilever Zone PH (MPH) 1&2 trannoad' 3 s Moad• 4 s nnoad• 1&2 s mead• 3 so. 4 ... annoad• 182 s annoad' 3 spa annoad• 4 spanfloadd All Roofs 100 17-Y 16 16'-1' 73 76'•5' 13 10'•9' 1 23 IT-3' 23 13'-6' 23 9'-70' 30 12'-T 27 77-10' 27 4'-0' 45 110 11-11` 17 75-70' 14 16'-1' 14 1 -5' 25 17-10' 25 13'•2' 25 9'-3' 3fi 11'-70' 32 17-1' 32 3'-9' 65 120 11'-Y 20 13'-10' 20 15'-1' 17 9'-6' 33 12'-1' 30 12-4' 30 8'-8' 43 11.1' 39 17-0 39 3'-T 65 123 11-0" 21 13'-7' 21 13'-77' 21 -0' 35 17'-11' 32 17-Y 32 8'-6' 4 10'-11' 41 11'-Y 41 3'-6' 69 130 19-W 23 13=Y 23 13'-5' 23 8'-1P 39 11'-6" 35 11'-9' BS' S1 10'-T 45 10-10' 45 3'-4' 77 140-1 9'-9' 31 17.7' 27 17-10' 27 8'-W 46 11'-0' 40 11'.9' 40 8'-3' S1 10'-T 45 10'-10' 3'-3' 89 140-2 5-9' 31 17-T 27 12'-10' 27 6'S' 46 11'A' 40 11'•3' 40 T-10' S9 9'-e' 59 9'-10' S9 3'-3' 69 150 9'-3' 36 11'-11' 32 17-Y 32 8'-2' S2 10'-6' 46 10'-9' 4 6 7'-fi' 68 9'-3' 68 9'-5' 68 I 3'-1' 102 Note: Total roof panel v4dth = mom width +wall width +overhang. 'Design or applied load based on the affective area of the panel "00 COPY F I L 'Ll EZ- Allowable Spans and Design / Applied Loads' (f#SF) for Industry Standard Riser Panels for VariousLoads.n nn�.+-_�e.�e.------- Open Structures Screen Rooms Glass 8 Modular Rooms Overhang Wind Mono -Sloped Roof & Attached Covers Enclosed Cantilever Zone 1&2 3 4 182 3 4 1&2 3 4 All MPH s annoad' s annoad• s anlload' s annoad• s annoad' s annoad• s Moad• s annoad• s aNload• Roots 100. 16'-7' 1 20-6' 13 20-11' 13 13-8' 20 17'S" 20 18-0 20 1 -11' 23 16'-10' 110 16'-0' 14 20'-2' 14 20'.7' 14 13'-3' 21 1T-S 21 1T-9' 21 17-3' 27 15'-11' 27 16'-4' 27 4'-0' 55 120 15'-3' 17 18'_10' 17 19'-3' 17 17-6' 25 16'-5' 25 16'-9- 25 11'-5' 39 15'•Y 32 15'-5' 32 123 14'-0. 17 18'-6' 17 18'-11' 17 17-3' 2fi 16'-2' 2fi 16'-6' 2fi 11'-3' 41 13'-11' 34 15'-2' 34 4'-0' 69 130 13'-7' 20 1T-10' 20 18'-Y 20 11' 29 15 '-T 29 15'-11' 29 1 '- 0 11 45 13'$' 38 13-9' 38 4� 77 140-1 12'-11' 23 16'-11' 23 1T-4' 23 11'-4' 40 14'-0' 34 15'-1' 34 38 13'-9' 38 . 89 140.2 12'-1I- 23 16'-11' 23 1Td' 23 N'-4' 40 14-0 34 34 10'-0' S3 12'-9' ' 69 150 17-3' 2fi 16'-4' 2fi 16'-T 2fi 10'-10' 46 13'-5' 39 13'-8' 39 9'-fi' fill 12'-3' S1 17-6' I 1 4'-0' 102 Note: Total roof panel width = room width +wall width + overhang. -umgn or app- maa oases on me onecave area or me pane W (1- 0 O J Z � O Z U) I �i O 0 LLI � J U o W Z J Z N 0- mE ui W od F 5 Z Of U 1- m W Q LLI U } O 0 J D F- - CL Q W 0 (n Z fn LL U) LLI I,- M Z) LLI O Z U N N U)= H J Q 0 W rn 12-01-2009 1 OF HET W z 0 Z 10F z Z W 12o Table 7.1.5 Allowable Spans and Design / Applied Loads• (#/SF) for Industry Standard Cleated Panels for Various Loads Wind Open Structures MonoSlo dRoof Screen Rooms & Attached Covers Enclosed Glass &Modular RoomsJ'-11 Overhang tilever Zone MPH 1 s Moad• 3 s aMoad• 4 s aMoad' 1&2 s annoad• 3 s annoad• 4 s aMoad' 1&2 s annoad• 3 s Mood' 4ll s aM000fs 100 T-T 16 10'•17' i6 11'-1' 76 7'-6' 23 9'-3' 23 9'-5' 23 T-1' 30 8'-13T 27 8'-11' 1' 45110 e'-3' 171010'-17' 7'J- 28 9'-0' 26'-S'8'-3'328'-5' ' S5120 T.10" 2D6'-11" 33 8'-6' 30 8'-8' 30 6'-0' 43 T-10' 39 T-11' 65123 T-B' 21 9-6' 21 9S' 21 6--9' 35 -4' 32 8'-9' 32 C-Y 4 T-8' 41 T-10' ' 69130 -" 23 9'-1' 23 9'd' 23 fi'S' 39 8'-7' 35 8'-3' 5'-11' 51 T-,V 51 T-6' ' 771401 T-1" 31 8'-9' 27 8'-1T 27 fi'-2' 46 TS' 40 T-9' 40 5'-11' S1 T-4- S1 T-6- ' 89140-2 7'-1' 31 8'-9' 27 8'-11" 27 6-2' 46 T-8' 40 T-9'5'-6' S9 T-0' T-Y ' 89150 6'-8" 36 8'-3' 32 8'S' 32 5'-11' 5T T-4' S2 T-6' 46 5'S' 68 6'-8' 68 6'-10' ' 102 wind Open SWctures Mono-SloDed Roof a Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MP 182 s anlload• 3 s oad' 4 s oad• 1&2 s nnuad• 3 s oad' 4 s Moad' 182 a oad' 3 s aMoad' 4 s .Moad• All Roofs tiff -2' 16j74 11-11' 13 2 1 • 23 1 -T 23 27 S 27 S' 27 3- 45 1 0 8-10 17 1'1'-9 14 T-1 25 S 25 10- 225 T-7 36 8-11 32 9-1" 32 55 10. 1' 20 7'- 33 - 30 30 8-9 43 19-10' 21 7' 35 32 9'-2 32 6'S 4510'-0' 23 T-0' 39 8-8' 358'-10' 35 fi'-5' S1 t 9'-T 27 6'$' 46 8'-Y 40 8.4' 40 6'-5" 51 T-11' 45 8'-1' 45 9'-T 27 6' a 46 &-T 8'-4' 40 6'-1• 59 T-7' 53 7'-8' 53 9'-1' 32 6'-4 S2 T-10' 46 8'-0' 46 5'-10' 68 102 Wind Open structures Mono -Sloped Roof Screen Rooms 8 Attached Covers Glass&Modular Rooms Enclosed Overhang I Cantilever Zone MPH 1&2 s aMoad' 3 spa arr0oad• 4 s ann 182 s aMoad• 3 s Oil ad' 4 s anilmd' 1&2 s anlload• 3 s aMoad' 4 s aMoad' All Roofs 100 11'-1' 16 13'-9' 13 15'4' 13 9'-5' 23 17"1' 20 17-0' 20 8'-11' 27 71'-6' 27 71'-W 23 T-8' 45 110 10'-11' 17 13'-6' 14 1T-T 14 9'-2' 25 11'-9 21 12',0' 21 B'-5' 32 .10'-10'. 32...11'd' . 32...3',5'.. 55. 120 9-10' 20 17-7. 17 -8' 30 11'-1' 30 1TA' 30 1 ' 39 9-10' 39 10'-4" 39 3'-3' 65 123 9'-8° 21 12'-5- 17 '-6' 32 10'-11' 32 11'-1' 32 T-10' 41 9-8' 41 -9'-10' 41 T-Y 69 130 9'-3" 23 17-1' 20 'J' 3510'-6' 35 10'-9' 35 T-6'5 9'-3' 45 9'4i' 45 3'-1' 77 140.1 8'.11• 27 11'-6' 27 =2�.-32 '-9' 40 9-7' 40 10'-3' 40 TS' 45 9'-3' 45 9'S' 45 T-11" 89 140-2 B'-11• 27 11'.6' 27 '•9' 40 97•4010'-3' 40 T•2' S9 8'-10' S3 9'-0" 53 2-11"150 B'-5' 32 10'.11• 32 5' 46 9.3' 46 9'-5' 68 B'-5' 60 8'-T 60 2'-10' 102 Note: Total mof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of the panel Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Wind Open Structures Mono -sloped Roof Screen Rooms B Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone M 182 .s antload• 3 s aMoad• 4 s annoad• 182 s .Moad• 3 s aMoad• 4 s .Moad• 182 s Moad' 3 s annoad' 4 s annoad• All Roofs 00 -1 . 8-4' 13 1T-2" 13 16'-7- 13 11'-5' 2 12'-T 23 12' 1 0 1 13-6 17 16'-8" 14 16'-1' 14 10'-11' 25 17-3- 25 11 -10' 25 9'-2 36 10-10' 36 111 32 T-8' 55 12.0 ;' 2-2 20 15-1' 17 13-2- 20 9-V 33 11-2' 30 10'-10' 30 8-4 43 9.4 39 - -0 65 23 ., 11'-11 21 13 21 72'-10' 21 9-3' 35 10'-11 32 10-T 32 8-Y 45 9'-1 41 8-9' 'fig 30-' AT-4' 17-' 23 12'-3 23 8-9' 39 10-0 35 9'-6' 39 7-8 51 8-T 45 -3' -1' 77 140.1.'19-6 27 11-9 27 11-5 27 B'-T 46 9-0' 46 8'-9• 46 7-8" 51 8'-7. 8-3- J-5- 11.89 140-2' - 10'-6' 27 11'-9' 27 11'S' 27 B'-T 46" 9'-0' 46 B'- ' 6 T-2' 59 7'-11'. 53 T-8' 11'150' . 9-2' 36 132 19-7' 32 7'-T 52 8'S' 52 8'-Y 52 6'_8' 68 T-5' 60 T-Y _9' 102 Wind] Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone; MPH ,. 1&2 ,4 Wood*oad• 3 s Moad• 4 s aMoad• 2 s 18Moad• 3 s annoad' 4 s annoad• 182 s antload' 3 spa oad' 4 s aMoad' All Roofs 100 b . i18'-2' 13 20'A' 13 19'-7•- 13 13'-6' 23 16'-2' 110 Y1TS• 14 19'-9' 14 19'-1' 14 12'-11' 25 15-10' 21 16-W 21 11'-5' 32 17-10• 32 17-5' 32 4'-D' 55 120'" .16-11" 17 1T-10- 17 1T-3' 17 11'-10' 30 13'-3' 30 12'-9- 30 10'-5' 39 11.4- 39 11'-3- 39 4'-0' 65 123 ; AS'•6' 17 1T-4' 17 16'-9' 17 11'-T 32 17-11' 32 17S' 32 9'-T 45 11'-4' 41 10'-11" 41 4'-0' 69 130F -'. W-5' 23 16'5' 20 16-10' 20 10'-11' 35 17-3- 35 11'-10' 35 9'•1' 51 10'-10, 45 77 140-1 IZ-6' 27 15'-3• 23 13'S' 27 9'-7' 46 11'_b- 40 11'-1- 40 9'-1' 51 10'•10' 45 10'-5' 45 3'-5' 89 140.2 12'-6' 27 15'-3' 23 13'-6' 27 9'-T 46 11'-5' 40 1, 1. 40 8'-5' 59 9'-5' 160 11'-T 32 1 -11' 32 17-6' 32 9-1t' S2 19.8' 46 10'-4' 4s T-10'I 68 I 8'-9" 68 B'S' 68 3'3' 102 Wind Open SWctures Mono-Stopad Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone (MPH) H 1&2 s aMoad• 3 s aMoad' M4 s aoad• 182 s .Moad• 3 s Moad• 4 s aMoad' 182 s anlload• 3 s aMoad• 4 s aMoarr All Roofs 100 1T-9' 13 19-10 13 19-2' 13 14'-2' 23 15'-10' 20 15'-3' 20 13'-2' 27 14'-9- 27 W-3' 27 4'-0" 45 110 1T-3' 14 19'-3' 14 13'-10' 25 15'-5' 21 14'-11• 25 11'-7 32 13'-T 32 1&-7 32 4'-0" 55 120 15'-7' 17 17'-5" 17 17-e' 30 14'-2' 30 13'-e' 3D 19-7 43 12'S' 39 19-11' 39 4'-0' 65 23 15'-2' 17 W-11" 17 IZ-4' 32 13'-10' 32 13'-4• 32 9'-11' 45 17'-1" 41 10'-8' 41 4'-0" 69 30 14'�' 23 16'-0' 20 W 10'S' 35 13'-7 35 12'-8' 35 9'S' S1 10'b' 45 10'-2' S1 3'-11' 77 404 13'-4" 27 14'-11' 27 10'-0' 40 10'-10' 40 9'-5' 51 10'b' 45 19-2' S 3'4' 89 140.2 1T-4" 27 14'-11' 27 10'-0' 4fi 11'-2' 9 50 1Z-6' 32 14'-0' 32 9'�' S2 19-5 46 10'-1' S2 8'-7 68 9'-2' 68 8'-10' 68 3'-2' 102 Wind Open Structures Mono -Sloped ed Roof Screen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MPH , 1&2 s aMoad• 3 s annoad• 4 s annoad• 182 s aMoad• 3 s a ilmd• 4 s annoad' 1&2 span/load' 3 s annoad• 4 s anload' All Roofs 100 20'-5' 13 22'-70' 13 16'-01-3' 20 1TS• 20 1&-3- 23 1T-0" 23 16'-5' 23 4'-115.-11' 21 17-10' 21 1T-3 21 -11 32 15-9° 27 15'-2' 277 13-4' 3 1fi-4' 25 15-9 25 11-8' 39 13'-7' 39 17-8' 39 4-0' 65 19-T 17 q&113 713'-0' 32 15'-11" 26 15'-5' 26 11'-5' 41 12- 20 017-4' 35 15-2' 29 13'-4- 35 19-11' 45 12'-Y 45 11'-9' 45 4'-0' 77 311'-7' 40 12'-11' 40 '175- 40 19-71- 45 17-Y 45 11'-9' 45 4-0' 89 17'-3' 23 3 11'-7• 40 17-11' 40 12'S' 40 9'-6' S9 11'3' S3 10'-10'6 19-9' 46 17-0' 145 1 11'-8' 46 &-10' 168 10'S' 60 9'-7- 68 3'-T 102 Note: Total roof panel width = mom width . wall width +overhang. 'Design or applied load based on the affective area of the panel mm d �v aim z O 2 G am 0) Z n w 3 m � Q m Z C) _ O 0M p0 R = LL v aw Z �K 3� O a LLU Q 0 Z ZO 0M 8C)LL cc U. U) N OFn Z m Z u U > Q 0 Q W oes H Z — alf V r-- m W C D tY Q L11 0 M CO Z LL LL z W � M C)zU C), C) tt CO W Q! C O 2 E- � a' cfl (fl a 2 N r m 2 O O J % C-, lL W LL w LLJ m X E rn m o 3 _r a W m w Oi Z w Q. _ a Q O V a) W O n C U of O w _ a)� in m � C i C tt Q > y a '0t LUro m' ✓ w a SLL U m cc O C FC- IX z t F C IX W W _m m -j 2' a W 0 F SHEET J % 1 GG U) 12-01-2009 OF 12 2.00" �` 2.00" 2.00' to ** / I I A = 0.434 in? = 0.776 in? x = 1.953 in. ` ;7A - 0.040" o Ix = 0.234 in! 0.046" Sx = 0.977 in? s Sx = 0.240 in' 005 - TS R 6005 - T5 P. I 2" x 2" x 0.040" HOLLOW SECTION 0.072" m A = 1.855 in. .y _ STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O. Ix = 16.622 in" TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? 2.00' * ' I 2" x 4" x 0.046" x Q.100" 6005 - T5 SELF MATING SECTION 0.045' b A = 0.538 in.' SCALE 2' = 1'40" M Ix = 0.642 in' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 0.428 in' 6005 T5 2.00' * TOP AND BOTTOM OF EACH BEAM - , 0.045" HOLLOW SECTION 1 SELF MATING SECTION SCALE 2" = 1'-0" A = 0.964 in? SCALE 2' = 1'-0' Ix = 3.688 in. ' 0.050' Sx = 1.475 in? * 2.00' * I I to 6005 - T5 * 2.00" I I 0.060- o A = 0.768 in? Ix = 0.530 in! Sx = 0.585 in? STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 6005 - T5 2" x 5" x 0.050" x 0.096" 2" x 3" x O.p�O" HOLLOW SECTION SELF MATING SECTION o SCALE-2- = T-0" SCALE 2' = T-0" 0.072" a� * 2.00" A = 1.999 in? * 2.00" * Ix = 22.116 W 0.050" I I Sx = 4.915 in' o A = 0.697 in? 6005 - T5 Ix = 1.428 in' A Sx = 0.714 in? A- 1.098 in? 0 6005 - TS o 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 e•. " = 1' o" 6005 - T5 2" x 9" x 0.072" x 0.112" £- SELF MATING SECTION 3.00 7 STITCH W/ #10x3/4" S.D.S. HEX HEAD @ 24' O.C. SCALE 2" = 1'-0" A = 0.552 in? (1) TOP AND BOTTOM OF EACH BEAM 0.045" o Ix = 0.342 in! 2" X 6" X 0.050" X 0.120" 2.00" Sx = 0.342 in? SELF MATING SECTION 6005 - T5 SCALE 2' = l'-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = l'-0" 2.02" 0.082' o A = 2.398 in? Ix = 27.223 in' Sx = 6.050 in? o A = 1.277 in? 6005 - T5 0.060" � Ix = 6.873 in. ' Sx = 2.534 in? 6005 - TS STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.153" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION TOP AND BOTTOM OF EACH BEAM SCALE 2" = T-0" 2" x 7" x 0.060" x 0.120" SELF MATING SECTION SCALE 2" = l'-W a 9 * 2.00" 0 0.090" O A = 3.023 in? Ix = 42.466 in.' Lr2l Sx = 8.493 in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.187" SELF MATING SECTION SCALE 2' = V-17 U` z 2 W a w O w m O F O z Of w w z W w O LL J Z H 20 aW L. ZO J U o co 0 L, J Z N Z > W 0 W 0 J Z co m W U>- 0 0 W �U ~ �a Q U U I- W J =) 07.Z 00 L.L U) W O O Z v N N U 2 H J Q (� m co N � J W cj � LL LU Z5 6X o Il W LL m a)an ^ m C ~ d 0) Minna LLI a aOo r oa U C j io c 0 Ln m a) fi� , , _� o OK )I cc 0 O z z w O SHEE z 0 4 Z W O 11 W W W Z Z W 12-01-2009 OF 12 m U O t GENERAL NOTES AND SPECIFICATIONS: 1. The Section 9 tables were developed from data for anchors that are considered to be "Industry Standard' anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S:P.F. minimum 2. Sheathing, 1/2" 4 ply CDX or 7116" 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 compound. The rotective joints sealed with a good quality caulking po p . materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. t area; (bay or ocean shall 8. An structure within 1500 feet of a salt water y .( Y ) have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base, anchoring systems but includes all connection types. SECTION S DESIGN STATEMENT: The anchor systems in Section 9 are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133% wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth on.) Min. Edga Dist-, & Anchor Spacing. Sd (in.) , t , ¢Allowable Loads. , fifk_: _: • -!t-r, • Tension I Shear ZAMAC NAILIN (Drive Anchors) - 1/4' 1-11Y 2- 1-1/4' 2739, 236# 1-1W 315# 1 236# ' TAPPER (Concrete Screws 3116" 114" 15/16" 288# 167# 1.314" 15l16" 371# 259# 114" 141r 1-1l4" 427# 200# 1-3l4" 1-1/4' 544# 216# 3/8' 1-112' 1-9116" 1 511# 4029 1-3l4' 3-3/8' 1 703# 455# POWER BOLT Expansion Bolt 114" 2" 1-114' 624# 261# 5/16" 3' 1-7/8' 936# 751# 3/8" 3-112' 1 1A/16' 1 1,5754 1,425# 1/2" 5' 1 24/Y 1 2,332# 2,220# POWER STUD (Wedge -Bolt 1/4" 2-3/4' 1-114" 812# 326# 318" 4-114" 1-718" 1,358# 921# 1/2' 1 6" 1 1 2,271# 1 1,218# 519" 1 7' I 24/4' 1 3,288# 1 2,202# Wedge Bolt 1/4- 2.1/2" 2-1/4" 878# 385# 3-1/2" 3-1/4' 1 3/8' 705# 916# 112" 1 4" 3-314" 1774# 1,095# Notes: 1. Concrete screws are limited to 2' embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to cowl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. S. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6" beam with: spacing = T-0" O.C. allowed span = 20'-5' (table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x 7' x 10# / Sq. Ft ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. ew/Bolt Allowable Tensile toads on Screws for Nominal Wall Thickness rt) (Ibs.) 0.164" 122 139 153 - 200 228 255 0.190" 141 161 177 231 253 295 0.210" 156 178 196 256 291 327 N 0.250" 186 212 232 305 347 389 529 0.240" 179 203 223 292 333 374 508 0.3125" 232 265 291 381 433 486 661 0.375" 279 317 349 457 520 584 793 0.50" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness I'll (Ibs.) ScrewlBolt Single Shear Size Nd 0.044" 0.050" 0.055" 0.07Y 0.062' 0.092' 0.125' #8 0.164" 117 133 147 192 218 245 - #10 0.190" 136 154 170 222 253 284 - #12 0.210" 150 171 188 246 280 293 - #14 0.250" 179 203 223 292 333 374 508 114" 0.240" 172 195 214 -281 320 358 487 5116" 0.3125" 223 254 279 366 416 467 634 318" 0.375" 268 305 335 439 499 566 761 112" 1 0.50" 1 357 - 406 ,a7 585 666 1 747 lots Allowable Shear Loads on Screws for Nominal Wall Thickness 41 (Ibs.) Double Shear 0.044" .0.050' 0.055" 0.072" 0.082" 0.092' -125'343 , t;390 ;,429 561 639 717 974 LS1zeNd 446 508 559 732 932 934 1269 536 610 670 878 998 1120 1522 714 .. 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of inembers. ' 2 All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to soled rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. Multipliers for Other Alloys 6063 T-6 1269 51152E 1522 6005 T-5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear Sid 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Meta(, Beam to Upright Bolt Connections Open or Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance min. ctr. to atr. No. of Fasteners / Roof Area S 1 / Area 21 Area I 3 / Area 4 / Area 114" 1/2" SIB" 1.454 - 53 2,908 - 106 4.362 -159 5.819 - 212 5116' 318" 718" 1,894 - 69 3,788 - 138 5,682 - 207 7,576 - 276 318" 3/4" 1" 2,272 - 82 4,544 -166 6,816.249 9,088 - 331 1/2' 1" 1-1/4" 3.030-110 1 6,060-991 9,090-332 12,120-449 Table 9.5B Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Partially Enclosed Structures @ 35.53 #/SF Fastener diam. min. edge distance min. dr. to ctr. No. of Fasteners / Roof Area (SF) 11Area 21 Area 3/Area 4/Area 1/4" 112" 5I8' 1,454 - 41 2,908 - 82 4,362 - 125 5,819 -164 5116" 3/8" 718" 1.894 - 53 3.788 - 10-1 !1 .2 - 1. 7,576 - 213 318" 314" 1" 2.272 - 64 4,544 - 128 6,816 -192 9.088 - 256 1/Y 1" 1-114" 3.030 -85 6,060 -171 9.090 - 256 12,120 - 341 Notes for Tables 9.5 A, B: B 1. Tables 9.5A 8 are based on 3 second wind gusts at 120 MPH; Exposure 'B"; I = 1.0. For carports & screen rooms multiply the Glass / Partially Enclosed loads & roof areas above by 1.3. 2. Minimum spacing is 2-1t2d O.C. for screws & 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 Multip Load liers Tension Shear 12d 1.25 11d 1.21 10d 1.18 200 9d 1A4 1.80 Bd 1.11 1.60 7d 1.08 1A0 6d 1.04 1.20 Sd 1.00 1.00 IS 9,2 pod & 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 (27A2 #! SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1/4"e 1' 264#-10 SF 528#-19 SF 7929-29 SF 1056#-39SF 1-11Y 396#-14SF 792#-,29SF 1188#-43SF 1SU#-58SF 2-1 /2" 6609 - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 5/16"o 1" 312#-11 SF fi24#-23 SF 936#-34 SF 1248#-46 SF 1_1W 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2-112" 780#- 28 SF 15609 - 57 SF 2340# - 85 SF 3120#- 114 SF 1' 350:=13 S 712#-26SF1068#-39SF. 1424#-52 SF 19SF168#318"0 -39SF 1602#-58SFI 2136#-78 SF 32 SF 17809- 65 SF 1 2670# - 97 SF 135600 -130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment 1 - Number of Fasteners 1 2 1 3 TYPE.ORFASTENER= "Quick Set" Concrete Screw Rawl Zamac Nailin or Equivalent 41/4*m'. }_}/2" 2739-10 SF I 546#-20SF I 819#-30SF 1092#-.40-SF- f'�2"" 316#-.12SF I 632#-23SF I 948#-35SFd 1264#-46SF' TYPE OF FASTENER'=-Cdncrete Screw (Rawl per or Equivalent 3/16"e 1-114" 2a8#"11SF 676#-21SF 1 864#-32SF 1152#-42SF 1-3/4' 371#-14 SF 742#-27SF 1113#-41SF 1480-54 SF 365#-13 SF 730#-27SF 1095#-40SF 1460#-535 427#-16 SF a54#-31SF 1281#-47SF 170 62S 318"e - 2" 511#-19SF 1022#-37SF 1533#-56SF 2044#- SF 1-314" 703#-26SF 1406#-51SF 2109#-"SF 2812#-103 SF TYPE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent 3/6"e I 2-1W 1 -1SS 2100#-71SF3150#-115SF -5 4200-1535 3 55-57 #SF 6300# - 230 SF 1/2"0 3" 1 1399#-51 SF 12798#-1025 4197#-153 SFJ 5596#-204 SF 5"1 2332# - 85 SF 14664# -170 SFI 6996# - 255 SFJ 9328# - 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete wichor 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. 3. For partially enclosed buildings use a multiplier to roof areas of 0.77. 4. For sections 1 & 2 multiply roof areas by 1.30. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE - For Wind Zones/Regions other than 120 MPH (tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 2 0.97 d 140-1_� '?Trr> 1 0:86 - _' 11-2 37.3 0.86 150 428 0.80 ScrewH Metal to Plywood 112" 4 ply 518" 4 ply 3/4' 4 ply Shear lbs. Pull Out (Ibs.) Shear (Ibs. Pull Out lbs. Shear lbs. Pull Out (Ibs. #8 93 1 48 113 59 134 71 #10 100 55 120 69 141 78 #12 118 71 131 78 143 94 #14 132 70 145 as 157 105 T.W. A 7 Aluminum Rivets,vit6 A!umtn„m or Ctmr Mandre! Aluminum Mandrel - Steel Mandrel Rivet Diameter Tension Iles.) Shear S si - Tenon lbs. Shear 129 176 210 325 5132" 187 1 263 340 1 490 3/16" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Exposures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall To Upright! Bea 2"x4"x 0.044' Angle 1'x 1"x 0.045' 3116' #10 2' x 4" x 0.044" Angle 1' x 1' x 1/16' (0.063') 3/16' #12 2" x 5" x 0.072" U-channel 1-1/2" x 2A/8" x 1-1/2" x 0.043" 1/2" #14 2" x 6" x 0.072" U-channel 1' x 2-1/8' x 1" x 0.050' 5/16" 5/16 2" x B" x 0.072" Angle V x 1" x 1/8" (0.125) 3/16' #12 2" x 10" x 0.072" Angle 1-1/2' x 1-11T 1/16'(0.062•) 1/4" #12 2" x 7" x 0.072" Angle 1-1r2' x 1-1r2" 3116"(0.188") 1/4" #14 2" x 10" x 0.072" Angle 1-1/2-x 1-1/2-1/a"(0.062-) 1/4" #14 2" z 7" x 0.07Y Angle 1-3/4" x 1-3/4" x 1/8"(0.125') 1/4' #14 Y x 10" x 0.072" U-channel 1-3/4" x 1-314" x 1-3/4' x 1/8" 3/8' #14 2" x 10' x 0.07Y Angle 2' x 2" x 0.093" 3/8' 3/8, 2"x10"x0.072' Angle 2'x2"x 1/8"(0.125") 5/16" 5/16' 2"x10'x0.072' Angie 2"x2'x3/16'(0.313') Note: 1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wall attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the inside of the connection if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 #/ SF) (For Wind Regions otherthan 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 1/4"o 1' 264# - 7 SF 528# - 15 SF 792# - 22 SF 1056# - 30 SF 1-1/2" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF 2-1/2" 660# -19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 5/16'o 1" 312#-9SF 624#-18SF 936#-26SF 1248#-35SF 1-1/2' 468#-13SF 936#-26SF 1404#-40SF 1872#-53SF 2-1W 780#-22 SF 1560#-44 SF 2340#-66-SF 3120#=88SF 311. 1' 356#-111 SF 712#-20 SF 1068#-30 SF -1424#-40SF 1.1/2' 534#-15SF 1068#-30SF '1602#-45SF ;2136#-60-SF 2-1YY 890#-25 SF I 178D#-50SF 26709-75SF 3560#-100S ONNECTING.TO: CONCRETE [Min. Z500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment I Number of Fasteners I 1 1 2 1 3 1 4 PE OF FASTENER = "Quick Set" Concrete Screw Rawl Zamac Nailin or Equivalent 114"o 1 -1/2" 233# - 8 SF 466# -17 SF 699#- 25 SF 932# - 34 IF 2" 270#-10 SF I 540#-20 SF I 810#-30 SF 1 1080#-39 SF TYPE OF FASTENER = Concrete Screw Rawl To per or Equivalent 3/16"e 1.112" 246#-7SF 1 492#-14 SF 738#-21 SF 964#-28 SF 1-314" 317#-9SF 634#-18 SF 951#-27SF 1268#-36 SF 1/4"o 1-112" 365#-10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF 1-314" 465#-13 SF 930#-26SF 1395#-39SF 186D#-52 SF 318"e 1-112" 437#-12 SF B74#-25 SF 1311#-37SF 1748#-49 SF "14" 601#-17 SF 1202#-34 F S 1803# - 51 SF 2404# - 68 SF PE OF FASTENER =. Expansion Bolts Rawl Power Bolt or Equivalent) 3/8"e 2-1/Y 1205#- 34 SF 2410#- 68 SF 3615#-102 SF 4820#- 136 SF 3-112' 1303# - 37 SF 2606# - 3 S 7 F 3909#-110 SF 5212#-147 SF 1/2"0 3' 1806#-51 SF 3612#-102 SF 5418#-152 SF 7224#-203 SF 5" 1993# - 56 SF 3986# - 112 SF 5974# -168 SF 7972# - 224 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 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 4. For Glass / Enclosed Rooms and Sections 1 & 2 use a multiplier to roof area of 1.30. WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown multiply I allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 12D 35 1.03 123 37 1.00 130 42 0.94 140.1&2 48 0.8B 150 56 1 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions wall Metal Upright . Concrete Wood 2"x10" 114" #14 1/4' 1/4' 2'x 9" 1/4" #14 114" 1/4" Y x B" 1/4" #12 1/4' #12 2" x 7" 3/16" #10 3/16' #10 2" x 6" or lass 3/16" #8 3116" #8 Note: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size #8 #10 912 #14' 5116" 318" #8 1.00 0.80 0.58 0.46 0.27 021 #10 0.80 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 OZI) 1.00 0.79 3/8" 0.21 0.26 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3116" 114" 318" 3116" 1.00 0.83 0.50 1/4" 0.83 1.00 1 0.59 3/8' 0.50 0.59 1.00 Dyne Bolts (1-518" and 2-114" embedment respectively) Anchor Size 3116" 112' 3/16" 1 1.00 1 -0 - 1/Y 1 0.46 1 1.00 ' Multiply the number of #8 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: . 0.8 x 10 = (8) #10 U z W a K O ILL i] W in O Z z W W Z 3 Z W K O LL _I Q z Q _O ~ W p 0 W Z Ol) 0 CO U o O Z N 0 (n of LLl Z �J H f IY W LZ m 4 s U Q LL 0 J IL - O� LLJ U) LL C0 ti CD C)O O Z N N c (O �k Z t°ry n m J W f`�') m LL LU LLI (9 CD x E rn m d W m LL n a) o n m C F a C U _ r; 0) U) m : m a rna vt ro m = 3t C c N 0 L ,x m m 12-01'-2009 1 OF 12 12