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HomeMy WebLinkAbout1801 S Palmetto AveI Application No: r. / t 13 t RECEIVE": CITY OF SANFORD DEC 3 2010,y BUILDING & FIRE PREVENTION PERMIT APPLICATION Documented Construction Value: $ `. Job Address: VEM S.Wff)64 i - Historic District: Yes No Parcel ID: Zoning: Description of Work: Plan Review Contact Person: G. < <- -'L— Title: Phone: '-:1 1- C01 00 - ® S0'3 Fax: E-mail: Property Owner Information t Name GC,- If 2e S Phone: Street: VB0 k cS . r rr -({' p • Resident of property? City, State Zip: Contractor Information Name 11MINCIM INSTALLATIONS, WC_ 3005 FORSYTH RD. Street: PARK, 3`,9„ City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: Building Permit [per Square Footage: Z— No. of Dwelling Units: Electrical New Service - No. of AMPS: Phone: 1AU3r LA79_- Fax: qa State License No.: Scy " Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: Al 0 No. of Stories Flood Zone:' Y CS itQ_g e.-Q C ) Plumbing New Construction - No. of Fixtures: Mechanical 11 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the 'issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Date G &aAr J M Print Owner/Agent's Name . ` e Owner/Agent is Produced ID TIES: OTARY PUBLIC 83A} L TLAR 7A Tessie San ti90 Commission#DD, 2013Expires: AJG,13, 201 Bo,THRU ATLANTIC BONHII G CO., INC. Contractor/Agen Personally Known to a or Produced ID Type of ID ENGINEE$I 1r{ 2 -fir, /v FIRE: COMMENTS: WASTE WATER: BUILDING: /4 /6 Rev 11.08 i h xr'e6n' RrR $ p City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: c(A' J- S , Firm: Address: City: State: Zip Code: Phone: 4o-7-G78 .0 500 Fax: Email: Sop R I l."Q (30,dZ14 . he Property Address: 6j), s• 041 -e ,v e Property Owner: (:z e,r 1 we e S Parcel identification Number: --!G - I4. 30 .504• C2G04• cD030 Phone Number: yo-7 - Y 3s- N 70 7 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) C< Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) t'rl aFis! cL7`F. O CIAL USE ONLi( Flood Zone: `X ` Base Flood Elevation: N Datum: A FIRM Panel Number: 120 79 4 co-7D r Map Date: p7 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway he parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: loodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: T31 tirI I - 4-73 SCr Q.c Ev.c o y`e Revie Date: T:\Engr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc 11101116, I hereby name and appoint of C:5-.4-- in fact to act for me and apply to DATE ywv to be my lawful attorney D F for a BUILDING t permit for work to be performed at a location described as: Section 3 Cte;- Township Range Lot I -A- Block Subdivision V1,ar,. $ ' k , Address of Job) o Owner of Property and Address) and to sign my name and do all things necessary to this appointment. 7 d -4 Sc-- c-D o ( le O Type or Print name f Certifi d Contractor, License # Acknowledged: Sworn to and subscribed before me this DaY of A.D. 20 1 Notary Public, State of Florida Seal) NOTARY Pt:BL1C-6`fA` b QP nO A Jessie Santisgp My Commission Expires: Commission #Di0915546 Expires, AUG, 13, 2013 uovDED THRU ATLANTIC BONDING CO., Ul THIS INSTRUMENT PREPARED BY: Itill I1111lii10111iItaIt 111.11113 Ili 110111Ili ilitIlilt Name: Superior Aluminum Address: 3005 Forsyth Road MARYANNE MDRSE, CLERK OF CIRCUIT COAT Winter Park, FL 32792 . RETURN SEMINOLE COUNTY State of Florida BK, 07495 Pg 0611 Opq) CLERK'S t# 20101 A2-3EO RECORDED 12/13/2010 11:E503 AN NOTICE OF COMMENC FEES c7t)c T S 1ztb.h Permit Number `4 1 Parcel ID Number (PID) 1 ` '7-' l U =n-o = r, r,`3 v The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) L• f=t A - t-- 0 i1l GENERAL DESCRIPTION OF IMPROVEMENT e-P L-ACC, S C (LeEfq E d)ly) D N E ISTDu SLAG OWNER INFORMATION Name and address: G C2/ 3rC,p Fri S D0 ( + 4 / Me TT D A i/e. Name and address of Fee Simple Title Holder (if other than owner) 4 CERTIfIED!C,QPy CLERK- OF, vCIRCU)TCOURT CONTRACTOR NTY. FLORIDA Name and address: Superior Aluminum Installations, Inc. ' OWGTY CLERK 3005 Forsyth Road Winter Park FL 32792 DEC Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)( b), Florida Statutes. Name and address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT. WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF Florida, COUNTY OF OWNERS SIGNATURE OWNERS PRINTED NAME NOTE: Per Florida Statute 713. 13(1)'(g), owner must sign...... and no one else maybe a itLdto sign in his or her stead." The foregoing instrument was acknowledged before me this Payof ( /G'- s by y known to me OR who has produced identificatio VERIFICATION PURSUANT TO SECTION 92. 525, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND TH ARE TRUE TO THE BEST OF MY KNOWLEDGE AND BELIEF. SIGNATURE OF NATURAL PERSON SIGNING ABOVE dOTAR`f PI':I.IC.- S1'n'1" ; OF -LORMA J•,ssieSantiago zF1a'i14' ission #DD915546 Expires; AUG.13,2013 BONDED THRU ATI.AIJ IC BONDL`IG CO., LNC. Seminole County Property AppraiseF Get Information by Parcel Number http://www.scpafl.org/web/re_web.seminole_county_title?PARCEL=... AS11DsvmJOHw-.tc-11 PROPERTY APPiiA15ER sIEl.1INOL t1N/FL ttOT'E. Flasi,.scNFOFD. R32J71-1466MSO1-6W7506 VALUE SUMMARY VALUES 2011 Working 2010 Certified Value Method Cost/Market CosVMarketGENERAL - Number of Buildings 1 1ParcelId: 36-19-30-509-0000-0030 Depreciated Bldg Value 77,331 83,030Owner: KEES GERALD H JR 8 LUCY C Depreciated EXFT Value 660 S660MailingAddress: 1801 S PALMETTO AVE Land Value (Market) 35,782 35,782City,State,ZipCode: SANFORD FL 32771 Land Value Ag 0 0PropertyAddress: 1801 PALMETTO AVE S SANFORD 32771 Just/Market. Value 113,773 119,472SubdivisionName: MARKHAM PARK HEIGHTS Portablity Adj so 0TaxDistrict: SI-SANFORD Save Our Homes Adj 17.053 25,295Exemptions: 00-HOMESTEAD (1996) Amendment 1 Adj 0 0Dor: 01-SINGLE FAMILY Assessed Value (SOH) 96,720 94,177 Tax Estimator Portability Calculator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 96,720 50.000 46,720 Amenclnent t ac¢ustment is not applicable to school assessment) Schools 96,720 25.000 71,720 CitySanford 96,720 50,000 S46,720 SJWM(Saird Johns Water Management) 96,720 50,000 46,720 County Bonds 96,720 50,000 46,720 Potential Portabildv Amount is $17,053 The taxable values and taxes are calculated using the current years working values and the prior years approved miilage rates. 2010 VALUE SUMMARY SALES Tax A6ioum (without SOH): 1,591 Deed Date Book Page Amount Vadlmp Qualified 2010 Tax Bill Amount: 1,082 WARRANTY DEED 09/1995 02974 1203 $80,000 Improved Yes SaveOur Homes (SOH) Savings: 509 Find Comparable Sales wthin this Subdivision 2010 Certified Taxable Value and Taxes DOES NOT INCLUDE N0 4AD VALOREM ASSESSMENTS LAND Land Assess Method Frontage Depth Land Units Unit Price Land Value LEGAL DESCRIPTION PLATS:LPick_ FRONTFOOT & DEPTH 135 125 .000 285.00 $35.782 LEG LOTS 3 + 4 + N 1/2 OF VACD ALLEY ADJ ON SBLK G MARKHAM PARK I -EIGHTS PS 1 PG 78 BUILDING INFORMATION Bid Num Bid Type YearBx Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. CostNew BuMing 1 SINGLE FAMILY 1956 8 1,646 2,499Sketch 1,835 EW CONCRETE BLOCK S77,331 121,304 Appendage l Sgft ENCLOSED PORCH FINISHED /189 Appendage )SgR OPEN PORCH FINISHED /64 Appendage/ Sgfi GARAGE UNFINISHED /600 NOTE: Appendage Codes included in Living Area: Base, Upper Stay Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FBGL PORCH W/FLOOR 1980 300 660 $1,650 NOTE: Assessed values shown are NOTcertified values and therefore are subject to change before being finalizedfor ad valorem tax purposes. Ifyou recently purchased ahomesteaded property yournext year's property tax will be based on JusUMarket value. loft 12/ 1 /2010 8:39 PM McGuireWoods LLP Bank of America Tower 50 North Laura Street Suite 3300 Jacksonville, FL 32202-3661 Phone: 904.798.3200 Fax: 904.798.3207 www.mcguirewoods.com Heather S. Nason Direct: 904.798.2669 WGUIREWGODS December 8, 2010 VIA ELECTRONIC MAIL Planning and Zoning Attn: Mary Moskowitz 300 N. Park Avenue Sanford, Florida 32771 hnason@mcgui rewoods.com Direct Fax: 904.798.3265 Re: Zoning Classification for Property Located at 4200 St. Johns Parkway, Sanford, Flnriciq'17771 Dear Ms. Moskowitz: Please confirm the following information with respect to the above referenced property: 1. The current zoning classification of the property. 2. The use determination for the property. 3. Whether there are any known or reported zoning or land use violations for the property. 4. Whether there are any known pending complaints or violations for the property regarding any laws, codes, rules, regulations or ordinances. We will make separate requests with the Building Division and Community Improvement. 5. Whether the zoning and land use classifications for the property permit the use of the property as a warehousing and distribution facility for a wholesale distributor of HVAC, refrigeration and property maintenance industries, with related office use, light manufacturing, assembly, production, commercial, warehouse and industrial purposes, including office space. The property has a property identification number of 28-19-30-5JB-0000-0040. We will mail a check in the amount of $100.00 to your attention to cover the fees for this request. Please send a letter addressed to my attention responding to the above. Almaty I Atlanta I Baltimore I Brussels I Charlotte I Charlottesville I Chicago I Jacksonville I London I Los Angeles New York I Norfolk I Pittsburgh I Raleigh I Richmond I Tysons Corner I Washington, D.C. 1 Wilmington Page 2 Thank you for your assistance with this matter. If there are any questions or comments, please don't hesitate to call. Yours very truly, Heather S. Nason 27967619.1 f ' q / 1 Fax:407-678-5560 OUPIERIOR MAIN OFFICE TollFree:14mo•247.676a3005 Forsyth Road FLReg. ff RX0045740 Winter Park, Florida 32M FL Ua.9 SCCO56770 ALUMINUM INSTALLATIONS, INC. , (407) 678-0500 Sales, Installation, Show Room Order No:- ' Date I I FS0 This is a contract between Superior Alu nli Referred By: Customer's Phone (Home) o J N3, e 7 63 Cell or Work) Mr. Ions, Inc. and e'er L Mrs. the customer), who resides at r L1t? I PQ) to e- ti D As used In this contract, the words seller, we, us, and our refer to Superior Aluminum Installations, Inc. and the words you, your and buyer refer to the Customer. We agree to furnish ail labor and material necessary to install the following described: 5 C If UJ ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001-713.37, FLORIDA STATUTES), THOSE WHO WORK ON y^' °` QOPERTY OR PROVIDE MATERIALS AND SERVICES AND ARF LL HAVE A RIGHT TO ENFORCE THEIR CLAIM FOR: P. -%**"-' IOPERTY. THIS CLAIM IS KNOWN AS A COP`- RACTOR OR A SUB- CONTRACTOR F BCONTRACTORS, OR MATERIAL SUPPI : Y" ONEY MAY LOOK TO YOUR PROPERTY DY PAID YOUR CON- TRACTOR IN FULL, YOUR CONTRACTOR MAY ALSO HAVE A PROPERTY COULD : LIEN IS FILED YOUR ABOR, MATERIALS, OR OTHER SERVICL _ ' ONTRACTOR MAY HAVE FAILED TO PA TIPULATE IN THIS CONTRACT THAT B! - ONTRACTOR IS REQUIRED TO PROV, JEN FROM ANY PERSON OR COMPAK E TO OWNER". FLORIDA'S CONSTRU( 1ECOMMENDED THAT YOU CONSULT AK F. PAYMENT MAY AVAILABLE FROM rUND IF YOU LOSE MONEY ON A PROJECT PERFORMED UNDER TH ,..rciPECIFIEDVIOLATIONS OFFLORIDA LAW BY A LICENSED CONTRACTOR. FOR rUND AND FILING ACLAIM, CONTACTTHE FLORIDA CONSTRUCTION INDUSTS, uLLOWING TELEPHONE NUMBER AND ADDRESS: Division of Professions - Construction Indust . • 1940 North Monroe Street, Tallahassee, FL 32399-1039, Phone: 850-487-1395 TOTAL 1/3 DEPOSIT WITH ORDER - , 1/3 ON LAYOUT- 1/3 ON INSTALLATION M INSTALLER 7 3S TERMS: CASH / FINANCING / CREDIT CARD (CHECK ONE YEAR MATERIAL AND WORKMANSHIP GUARANTEED If after going through the normal channel of operations, you are dissatisfied or have any unresolved problems, please call and ask for me personally. Timothy Ode Ice President / Superior Aluminium installations, Inc. THE INSTALLATION WILL BE COMPLETE ON ORABOUT iZ J ` IT IS UNDERSTOOD BYYOU THAT THE FOLLOWING CONTINGENCIES COULb MATERIALLY CHANGETHE ESTIMATED COMPLETION DATE STATED ABOVE CUSTOMER'S INABILITY TO OBTAIN OR QUALIFY FOR FINANCING; INCLEMENT WEATHER; STRIKES OR OTHER LABOR DISRUPTIONS; NON-AVAILABILFTY OF MATERIALS; ENGINEERING; PERMITTING: ACTS OF GOD. BY SIGNING BELOW, YOU ACKNOWLEDGE THATYOU OWN THE ABOVE PROPERTY ANDTHATYOU AGREETO ALL TERMS OFTHIS CONTRACT. THIS CONTRACT IS SUBJECT TO FINAL APPROVAL OF SUPERIORALUMINUM INSTALLATIONS, INC. MANAGEMENT AND SUPERIOR ALUMINUM INSTALLATIO S, INC. R SERVES THE RIGHT TO CANCEL THIS CONTRACT AT ANYTIME PRIORY START OF Fjli% Data i ) SO ! _ , -- i• L y SalesIepre, tavve NAA(Zy- !). cu REV 1= Page 1 O Fax: 407-678-E60^ ffl`SUPERIOR MAIN OFFICE Toll Free: 1-8A247-6768 , l 3005 Forsyth Road f FL Reg:- ij-80045740 / Winter Park, Florida 32792 FL Lic. # SCCO56770 ALUMINUM INSTALLATIONS, INC. (407) 678-0500 Sales, Installation, Show Room WORK / -"UOTE SHEET Owner _Ler.4Lf )%ee5 Job Address I `bl)! yjl,Ad'ii-b AVM City State 6: Zip 32722 Subdivision Gated: yes (guard or keypad # ) / no HOA: yes: rec'd / no: not needed Roof Roof Roof Roof Color. Build-up Wall / Transit Riser Roof Insulation: 0" / 2" L3" 4" / 6" Roof Panel Thickness: .024" / .0,32" Fixture Beam: Yes (draw on plan): No Roof Trim Drip Edge Fascia / Roll Form Color. Gutter. Seaml s 6" / Roll Form / Super Extru ed 5" or 7" Downspouts: x4 White / Bron Remove House Overhang: Yes N Wall Style: &/ Elite 2000 / Elite Mod?.' Wall Type: Ycce;'/ Open Patio / Glass / Acrylic / Vinyl Wall Color. White ze ! Almond Screen mesh Si 20x 18x14 Screen Color. BI Knee Wall: Yes / Insulated: 'Yes / o Knee Wall Type: AI inum / Glass / Cement Board( Dura Shield Height: 12-16" 8-24" Chair Rail: Yes / Height: 12-16" / 18-24" / 32-36" Other. Door Size• 3 6- ' / 3-0' x 84 Door Ty / Vinyl / Glass / FSH Set handle: iddl ! Ua26DoorLocation . ft / ront g Centered / To House. / me Hinge Swing Door. Location #2: Left / Front / R ' ht Centered / To House / To Co Custom Hinge S rg Pet Door. A pet door will on be installed into a screen door S / M / L / 5 we use Pride brand Window Style: Single Hung /Double Hung Horizontal Side Sliding: / XX / XOX Casement / Vertical 4 T Window Type: Aluminum / VC / Impact Secure Plus Type ofGlass: Single Pane Double Pane Insulated / olonial Grids / Clear Light Bronze / Light Grey / Low E Clear / Low E mt / Dark Grey / Solar C I Type of Acrylic: Clear / Bronze / Grey Type of Vinyl: Cl / Bronze / Grey / Purple Number of Windo s: Number ofPictu Number of Trape ids: ems:: Sliding Glass Window, Manufact a - pr to fascia IV--- __ Roof to house wall - t3D 2NDatelt1UJob # Phone:H. L/703 Phone Cell Phone W. Email i ' L, ('1(-. Ty^'i Call First: yes / no Gate Locked: yes / no Dogs in Yazd: yes no Tear Down: yes / no/ By Customer Concrete Slab: yes no/ By Customer Electrical: yes / no/ By Customer r i --t'' -,[ IV m! Suggested Inside Start Height: I I Window Tax Credit: es / no Roof Tax Credit yes no Draw in roof attachment to house. Fill in all measurements. Date: Total Amount Repress alive Initial Visit Discount: /\SGou,cl iol Vt A Date: L,u a1 Customer REV 1/09 Page of 1 - r DESCRIPTION (AS FURNISHED) LOTS 3 & 4, BLOCK G, TOGETHER WITH THE NORTH 1 f2'- OF VACATED ALLEY ON SOUTH, REVISED PLAT OF MARKHAM PARK HEIGHTS, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLZ1,, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDAr I PLATTED AS CENTRAL AVENUE KNOWN AS 18TH STREET 50` PLATTED RIGHT-OF-WAY PI REC 4-r 4` CONCRETE ASPHALT ROADWAY toDt1UNF.NT RI REC NAILWELLBOYN90V0'00` E -- N' PERM I 0 1 tjnuTY`PDLE QVEE?i?LSii T-)-- 0HU DHU - OHU - - N 90'00'00" E 135.00` r 677..5' (P) I E7.5' (P) I I 0 N h 04 w r Z IS ac LLJ w f OCOVERED `J 1 - - - o d ( ENTRY A110 a QSa13A, LOT 2. 0 _ x ----- -- a BLOCK G 10 Q 0 -F LIGHT W CIOPOLE O 2 i.9" 4r }. w < Q W a. LJ _j Q w 1 d L LOT 4 Z a n ` LOT 3 k¢ eLocK cK Q . e oc c o gi,. Q C Q o [ Z ' N SOUTH UNE OF LOTS 3 AND 4 67. 5' (P) 'i _ - (-c 67-5_(P) — 14.9' - y UNE OF DESCR TiJ 4' CLF 13.96' ----- --- V! s + " FENCE IS _ so. oE•— —TIR1126= a' 90 00 00 W - NORTH E/2. 135. 00` FENCE Is -- RECOVERED 1/21RON VACATED ALLEYWAY 0.4' OFF ROD AND CAP NO NUMBER ON SOUTH UTiLJTY PCRE 36gg ( IS IX ON CITY CE , ` ; 5111-PlNn PLAN REVIEW I PLAWNIN4:, L"' : ! CERVICES st C Tk3T J' £ SE . 2 p Lf ND LOs7eLCAREL Eft [RC[r ROD : s tTQ :DCNOtEi SET i%4 tR0[7 RCO t6 i.AttD SfAtVEt7PfG BNStNESS b #yr. CAP3$ N - =L5 L,ANO'9JP.VEVCtrt ..... R DEW) TES RADIIJ5 PRM PERMANENT REFEPflirr mollUlJPrll 6 DINQTES DEL EA AN<:LE PCP PERU.ANEN i Ci-IN FR(A F'74l! f A?L LEDY: t'r7 PfC S^t'-?SECTs aJ ECV4PT CRTtfi2D TO c 4FiFi ? sr PC IT ly 1 or 0SOVA.-+s`=:z C}T W-Ay tsxr - CLr o-AX Lit: aLiEt sEt T nII Jt Pi1cY P) s{4 r 0 Jt ice+ C.Ctua[ NJ t'r LAND MU t3f -AMCE C"Q4rl.Ats' Tr sae GP —CAT L-ST£•r?N' BA-97, A i 'SAtZX—S O? 4 A/C trG e P. r.4_DTk LUC.'Y KErS OW G =cam g r sPG- p/ Vl 1 m a X 2tL r 0 o O H X 16 t i o, Job name: -a i o K ems. S Job number: Date: JIT,O Drawn by: ' qI - 100" ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used forcodes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual areconsidered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class -on the use of the manual within six months of becoming a client and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee -wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Altemate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roofpanel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 106: Roof connection details. . SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrantsthe Contractor. 1. 1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1. 2. Has attended the ASDM training course within two years prior to the date of the purchase; 1. 3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1. 4. Will not alter, amend, or obscure any notice on the ASDM; 1. 5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1. 6, Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1. 7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available" Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of theASDM will meet Contractor'srequirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for anyclaim(s) for damages relating to Contractor' s use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: v 1 l C CONTRACTOR LICENSE NUMBER: COURSE # 0002299 ATTENDANCE 0 CONTRACTOR SIGNATURE: SUPPLIER: S c c_ BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: ( INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes No a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . . . . . b. Approved drawings and addendums as required . . . . . . . . . . . . . . . c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for: Yes No a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . c. Purlin sizes, span & spacing . . . . . . . . . . d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . 9. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . . . 3. Check load bearing uprights / walls to deck for: Yes No a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . b. Correct number, size & spacing of fastenersto upright . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . 4. Check the load bearing beam to upright for: Yes No a. Receiver bracket, angle or receiving channel size & thickness.. . . . . . . b. Number, size & spacing of anchors of beam to receiver orreceiverto host structure c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver orhost structure . . . . . . . . . . . . . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners. . . . . . . . . . . . . . . . . . . . . . . f. Post to beam attachments to slab . . . . . . . . . 5. Check roof panel system for: Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . N otes: Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate,signed and sealed document from Town & Country, will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICAT01 TCI 6005 HO PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. J D X Z CO t j2 O Z Z1. 1. p 0 F 5 ZWZLUZW W QU W (.) I.— J U) r/1 Z U j QZZ UJ W LUZOfUrJfn W DJ Q J 6: nNi 2 tl W LL 2 m E Wxjod tu o tu O o n m C 4 0) J c, D m o ii W O Co L d SEAIS`_,/ w SHEET Z JOB NAME: 0 ZwADDRESS: W Zr11' W m12 DRAWINGFORONEPERMITONLY08-12-2010 OF v DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures De9ignManual 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; ExposB' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure ; Design Pressures for Screen I Vinyl Rooms can be found on page 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 structure will be solid. t t l Phone: tom Contractor b uthorized Rep' Name (please print) i, Date: Contractor / A orized Rep` Signature IF` 0 k !2, Q AA to Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes, No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . C. Contractor's / Designer's name, address, phone number, & signature on plans D. Site exposure form completed . . . . . . . . . . . . . . . . . . . E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure area ofattachment, enclosure length, and projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . e 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . . Z Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) 5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . . . Select chair rails from appropriate 3A.2 seriestables) 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. Indicate . . 1 Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind nd/or "C" or "D" Exposure for load width: Look up spa n 1201 H table and apply thefollowing formula_ SPAN REQUI F_ REQUIRED SPAN NEEDED IN TABLE bord)= i EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or 'C'Exposure for load width_' Look up spa on 2 PH table and apply the following formula: SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE bord)= t EXPOSURE MULTIPLIERseethispage3) Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . . . D. Connection details to be used such as: 1. Beam to upright 2. ............................... 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . 4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . 5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . 6. Extruded gutter connection . . . . . . . . . . . . . . . . . . . U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . i E. Foundation detail type 8 size . Must have attended Engineer's Continuing Education Classwithin the past two years. Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing slab and 20'-0" with a type 11 footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies t Willysoutl sheds r tPPcarports, and / or other structures to be attached. Y P b. "Fourth wall construction" means the addition shall be self supporting with only the roofflashing of the two units being attached. Fourth wail construction is considered an attached structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used tocompensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online atwww.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 ofa composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief portsinthegutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / NPEA / NSA 2100-2 for category 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 paint• d with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The 1 tsct:ve materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall -have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40 % , pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panel/solid wall area exceeds 40 % , glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0" to 20'; 1 = 0.87 for 100 MPH zone, I = 0,77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing components areconsidered to be 6005-T6 alloy exceptwhere noted otherwise. Section 3A Design Loads for Screen,.Acrylic & Vinyl Rooms Exposure "B" Basic Wind Pressure Screen Rooms Vinyl Rooms OverHang All Roofs Roof Walls 10t 13.0 10.0 12.0 46.8 14.0 11.0 13.0 47.1 1217.0 13.0 15.0 48.3 18.0, 13.3 15.9 50.8 13 2O.0 15.0 18.0 56.6 140 23.0 17.0 21.1 65.7 140 23.0 17.0 21.1 65.7 15 26.0 20.0 24.0 75.4 Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure "B" to Exposures "Co or "0" see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others, Exposure "B" Roof Walls Wind Zone MPH Applied Load SF) Deflection d) Bending b) Applied Load SF) Deflection d) Bending b) 100 10.0 1.09 1.14 12.0 1.08 1.12 11.0 1.06 1.09 13.0 1.05 1.07 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-1&2 17.0 0.91 0.87 21.0 0.89 0.85 150 20.0 0.87 0.81 24.0 0.85 0.79 Table 3A-B Conversion Factors for Over Hangs From a "R•• r. o.-, -c" Wind. Zone MPH Applied Load SF) Deflection d) Bending b) 100 46.8 1.01 1.02 47.1 1.01 1.01 48.3 1.00 1.00 50.8 0.98 0.97 130 56.6 0.95 0.92 140.1 65.7 0.90 0.86 140-2 65.7 0.90 0.86 150 75.4 0.86 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Fxnncure"R"to"r' I Frnn ',-a--•'n•• Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor SpanMultiplier Bending Deflection Bending Deflection 0 - 15' 1.21 0.91 0.94 1.47 0.83 0.881. 29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.8625' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height ofhoststructure or enclosure Values are fromASCE 7-05 SITE EXPOSURE EVALUATION FORM QUADRANTI 600' I EXPOSURE 1 I I QUADRANT IIVy, 1 600 T 11 I EXPOSURE 1 00 I I 100' 4 0' 40 QUADRANTII Z I I 100, ( EXPOSURE 2 CY LuI IO u- QUADRANT III o EXPOSURE ' I 1 I w O FNOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD LU SITE W Z USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' O EXPOSURE. ' C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE, w EXPOSURE C: Open terrain win scattered obstructions, including surface undulaltions or other cc Oirregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building in t`' site 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 L than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 year , site will be'b'. a O3. Flat, opn count encountry, grasslands, ponds and ocean or shorelines in any quadrant for gr at O than 1,500 feet. J Q4. Open terrain for more than 1,500 feet in any quadrant. U)) SITE IS EXPOSURE: EVALUATED BY: G-7 T +" " )_ DATE: I'll-4 SIGNATURE: A ' j tol1 LICENSE #: 08 .2- 2010 J a Q 2 LU U) LL O EO .6 Lu 0 [if a L U) J LUO a JQw LU W 06WF_ U Ztn LU U Z U U) 6- Q J W N W LU W 2 ,- Z IY U Z U Z29f/7 U. W J LU CI Q Oto00 01Z NDJ M L W L LU COX E. CL Lu O LL ma mrxor-° 33 C a) Z) o Co E rnco n LLlX J_ CQ a SESHEET 2 OF 12 a Q a Z Rw Lu Zw rw Z Zmr0. u INTERIOR BEAM PER TABLES 3A.1.3) HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINU ROOF SYSTEM PE PANEL HOST STRUCTURE OR ROOF S FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM PER TABLES 3A.1.4) NO'- 1,11,116,1111 P TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 8 3A.1.2) LW' FOR H• UPRIGHT' HEIGHT (h) 1" x 2" y MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILSPAGE7) W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2 PLATE TO BOTTOM OF WALL BEAM) LW`LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/7 'P!2 @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) SEE TABLES) ' w O.H. FU U SOLID ROOF x NO MAXIMUM // w N ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: P. VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" 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 3A.1.3 4. ANCHORS BASED ON 123 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 TYPICAL SCREEN ROOM SCALE: 1/8" = V-0" J Q 2Oztj U- .__I J U W W °6 0 Q' U M F=. J z L) O_ U ~ Q W C/) Z U) W W Z_ W J Q m co n J M co LL W LL m E owajOi o n m C ' a C U M nN0 LLl of m C U nr c ui d Wl p-' _ iwilwo J cr. ED Z w ta O wS U SHEET z z ww ww w 0w 3 WzZz nm108-12-2010 OF C PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2' ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL NITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6" OF — SPACING AS FOLLOWS EACH SIDE OF EACH POST @ 24" O.C. MAX. WIND ZONE MAX. UPRIGHTSPACING 100 T-0" 110 6'-T' 120 6'-3" 123 6'-l" 130 5'-8" 1401&2 5'-1" 150 4'-11" INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4)#10 S.M.S. ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-112" BOTTOM W/ 1" x 1" x 2" x 1116" CONCRETE ANCHORS WITHIN ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDESIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-112" SLAB 2500 PSI EXTRUSION CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH c 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2" = l'-0" ALTERNATE CONNECTION BEAM /HEADERDETAIL1" x 2" WITH 3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS I TO2) #10 x 1 1/2 S. M. S. N ANGLE CLIPS MAY BE SCREW BOSS SUBSTITUTED FOR INTERNAL ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S. POST AND 24" O.C. MAX. INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION CONC. 6 x 6- 10 x 10 W:W.M. OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CON LTERNATE HOLLOW UPRIGHT TO BAS AND HOLLOW UPRIGHT TO BEAM D L SCALE: 2" = V-0" ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2" SLAB 2500PSI CONC. 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM 4) #10 x 1/2" S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE 2"xTOR 2"x3'OR2"S.M.B. POST MIN. ( 4) #10 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1- 1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2" = V-0" MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2" x 3" POST COMPOSITE ROOF PANELS: 8 x 9/16" TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER 4'- 0" PANEL ACROSS THE 1" x 2-1/8" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES CONCRETEANCHOR PER TABLE) 1- 1/8" MIN. IN CONCRETE ALTERNATE POST TOBASE CONNECTION - DETAIL 1 SCALE: 2" = l'-0" 6) 1" x 2-1/8" x 1" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE, 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING CHANNEL W/ MIN. (3) #10 x 1-112" S. M.S. IN SCREW BOSSES CONCRETEANCHOR PER TABLE) 1- 1/8" MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION -DETAIL 2 SCALE: 2" = V-0" EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1" x 2" OPEN BACK ATTACHED TO FRONT POST Wl 10 x 1-1/2" S.M.S. MAX. 6' FROM EACH END OF POST AND 24" O.C. IEimsm N TYPICAL & ALTE ALTERNATE CONNECTION: 2) # 10 x 1-1/2" S.M.S. HROUGH SPLINE GROOVES TYPICAL UPRIGHT DETAIL SCALE: 2" = 1'-0" IIDE WALL HEADER kTTACHED TO 1" x 2" OPEN PURLIN OR CHAIR RAIL IACK W/ MIN. (2) #10 x 1-1/2" ATTACHED TO BEAM OR POST M. S. W/ INTERNAL EXTERN CLIP OR'U' CHH ANNEL W/MIN. 4) # 10 S.M.S. IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES FRONT ANDSIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/ MASONRY ANCHORS @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE SNAP OR SELF MATING BEAM ONLY RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2" x 2", 2" x 3" OR 3" x 2" HOLLOW ( SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. ( 3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/ 4' x 2-1/4" MASONRY NCHOR @ 6" FROM EACH JD 24" O.C. (MAX.) SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = l'-0" J Q Q 20 z0 oMw } J U W W ° 0 U_ M J Z O U ~ QW N Z cf) W . z- 71 CO J Q w wzz wi U'.I L OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOMOFTOPRAILTHEGIRTISDECORATIVEANDSCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-3/4" x 4" STRAP AND ( 4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. In Co 19 B# 2 N m 1 WPM LLw [L- UJ 2 m o Lu O i n C j a. m C U M n m a N L LU m xx c ' O c aoLaH z zm L - w LuSHEET Z J V' Q Z w w w 4 z w wZ m 08- 12-2010 OF 12 ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4" x 2-1/4" MASONRY ANCHOR WITHIN 6" OF POST AND 24" O.C. MAXIMUM i RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF n CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS 1) #40 BAR AT CORNERS AND 10'-0' O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK APPROPRIATE DETAILS) 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES 8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) MAX. 32") 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" ALUMINUM ATTACHMENT h' W N x' 32" 12" 2 10'-0" 40" 12" 2 8'-0" 48" 18" 3 U-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8" 72" 30" 4 V-4" CONCRETE FILLED BLOCK STEM WALL 8' x 8" x 16" C.M.U. 1) #40 BAR CONTINUOUS U) ^ 1) #50 VERT. BAR AT W 'x CORNERS AND w W/ ui I 2 500 PSI PEA ROCKLLS r CONCRETE 8" x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. W. LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90 % density. 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" NEW SLAB 12 47" EXISTING SLAB 30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4 CONTINUOUS 8- INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SC_.ALE: 3/4" = V-0" USE 2" x 4" OR LARGER SCREWS DETAILS FOR FRONT WALL SEE FASTENER TABLE) UPRIGHTS 1" x 2" CHANNEL 1/4" S.S. x "LAG SCREWS W/ 1/4" x 1-1/2" FENDER 3/4" PLYWOOD DECK WASHER (SEE TABLE @ 6' At FROM EACH SIDE OF POST I A 1 AND 24" O.C. PERIMETER 1-1/2" (MIN.) ! /`--1/4" LAP Y PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2" 5/4" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4' SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = 1'-0" 114" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP v° @ EACH POST FROM POST TO I FOOTING W/ (2) #10 x 3/4" ll S.M.S. STRAP TO POST AND 1) 114" x 1-3/4" TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL)PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) 1) #5 0 BARS W/ 3" COVER TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = V-0" (2) #5 BAR CONT. 2) #5 BAR CONT. 2' MIN. 1" PER FT. MAX. FOR (1) #5 BAR CONT. _. a 2'MIN. — — BEFORR OPEESLOPE ALL SLABS) IF 8" 12' TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" ! 12" 2" / 12"- V-10" > V-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure cf 1500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. slab / foundation shall be cleared ofdebris, roots, and compacted prior to placement of concrete. footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type It footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM' e3- (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS RC%ALE: 3/4" = V-0" REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE WALL DETAIL) MESH (SEE NOTES ALUMINUM UPRIGHT CONCERNING FIBER MESH) y CONNECTION DETAIL (2) #50 BARS CONT. W/ 3" SEE DETAIL) COVER LAP 25" MIN. w E3-1/2" 5 16" MIN. ' t J MIN. z m TOTAL ai o wo /\ \j\\j\ \\ 6 MIL.VISQUEEN ARE VAPOR BARRIER IF AREA TO BE z ENCLOSEDO O 16" MIN. TERMITE TREATMENT OVER w UNDISTURBED OR m COMPACTED SOIL OF UNIFORM 95% RELATIVE J DENSITY 1500 PSF BEARING Q Notes: :3 1. All connections to slabs or footings shown in this section may be used with the above footing. Q U) 2. Knee wall details may also be used with this footing. < O3. All applicable notes to knee wall details or connection details to be substituted shall be compliedwith. 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's Z 0specificationmaybeusedinlieuofwiremesh. J JMINIMUMFOOTINGDETAILFORSTRUCTURESINORANGECOUNTY, FLORIDA SCALE: 1/2" = V-0" L~LI LU 06 U Cl) D Z EXISTING FOOTING 8 NEW SLAB W/ FOOTING 0 U O Q W Z fn LU LLI Z af, . EXISTING FOOTING W/ EPDXY ELED IN/ 8" EMBEDMENT, 25" MIN. LAP J Q TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" = V-0" TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 TABLES) 10 x 1.1/2" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM 2) 1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE It 0 0 rn gt 2N EXISTING WOOD BEAM OR LL W LL HEADER k UJ rn x q w Z m. IL w O LL n 114" x 2" LAG BOLT (2) PER a Q = c m POST p C j ao nCU J D Z' IX om1" x 2" TOP AND BOTTOM w coyXC tPLATESCREW2'-0" O.C. m L11 ro Oi m0a)_ U roCc0 w z. p 0 r. EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" = T-0" uj n: wzz m ui wUzw 3 0r zO rn Ln w. Lu_ a.. z w... . F- H - r: F- z WO w 0 x z 0wU Oo: dwo: Lu O 0 z 0 0 rn CY 7 p z S ww 1 SHEET z J t7Z w w rn 1 w 6 w N zz m 1208-12-2010 OF UNIFORM LOAD UNIFORM LOAD d TRUFAST SIP HD FASTENER t'+1-1/2" LENGTH (t+1") @ Z 8" O.C. t+1-1/4" SELF -MATING O z< t a — BEAM o A B A B ( SIZE VARIES) 0 0 a 00 ZOSIESPANCANTILEV1ORSINGLESPANoj aE UNIFORM LOAD UNIFORM LOAD ? z Q y o00m o Z l l Z l (D SUPER OR °c o 2 A B C A B C D ® EXTRUDED Co LL GUTTER _ i 2 SPAN 3 SPAN ® 3i X THRU-BOLT # AND SIZE PER 3 0 TABLE 3A.3 8 e UNIFORM LOAD Z J _O Q2" x 2" ANGLE EACH SIDE t- p u) W a l 1 l l BEAM SIZE PER TABLE 1.10 Z W o k A B C D E SELF -MATING BEAM Z 0 n zw 4 SPAN to Z Q w W NOTES: 0 _ a Z 1) 1 = Span Length CO> W 3WQa = Overhang Length POST SIZE PER TABLE 3A.3 0 m 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. U M o g 3) Hollow extrusions shall not be spliced. J = O 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. THRU-BOLT'# AND SIZE PER F— } 0 uJ ZOTABLE3A.3 U O UF- v Lnn LOADPERTABLE3A.3 Q W 0g AND SIZE OF CONCRETETf w Z s SPAN EXAMPLES FOR SECTION 3 TABLES ANCHOR PER TABLE 9.1 z o Q. SCALE: N.T.S. ? W m w ALTERNATE SELF -MATING BEAM CONNECTION cc cc 3 3 ` t TO SUPER OR EXTRUDED GUTTER of w J C ( 1 WL) N Q.. B( 1114-Q II A(3l4'L) I N !- 19 a N Z r ALLOWABLE BEAM SPLICE LOCATIONS k Uj m U o SCALE: N.T.S. 11 w m w SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM W BEAM SPLICE SHALL BE m tY o Z 1/ 4 POINT OF BEAM SPAN G) o ALL SPLICES SHALL BE LL C v j MINIMUMd-.50" LLO ~ a r 333 w STAGGERED ON EACH d-.50" d-.50" 1" MAX. G) o p SIDE OF SELF MATING BEAM m ti N to 0 PLATE TO BE SAME + + + + + + m LU ro o ' L a. wTHICKNESS AS BEAM WEB 75' d-.50" d O G) ' m PLATE CAN BE INSIDE OR 75" (C9 C U c co O OUTSIDEBEAMORLAPCUT _ L DENOTES SCREW PATTERN NOT NUMBER OF SCREWS 1" MAX. z O J HEIGHT 2 x (d - .50") LENGTH Z o Lu o Minimum Distance and re0 Spacingofscrews, Gusset Plate - - - ' / a a O 20 ( 9 I Z K refers to each side of splice a0 W use for 2"x4"and 2"x 6'also O SHEET Z Note: 0 Q Z 1. All gusset plates shallbe minimum5052 H-32 Alloy 6r havea minimum yield of 30 ksi. w W 7 Z TYPICAL BEAM SPLICE DETAIL Z 1" = T-0" m 08- 12-2010 OF ! W SCALE: f Screw Size ds In.) Edge to Center 2ds In. Center to Center 2- 1/2ds in. Beam Size Thickness in. 6 0.16 3/8 7A6 2' x T x 0.055' x 0.120"" 1/16 = 0.063 A( 0.19 3I6 1/2 2'x8'x0.072'x0.224" 1/8=0.125 12 0.217/16 9/16 2" x 9' x 0.072"x 0.224' 1/8= 0.125 14 or 1/4' 0.25 ill SIB 2' x 9" x 0.082' x 0.306" 1/8 = 0.125 5/ 16' 0.31 SI6 3/42'x10"x0.092'x0.369" 1/4=0.25 Table 3A.1.1-110 Town & Country Industries, Inc. " 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind oust at 110 MPH velocity: using desiqn load of 11.0 #!SF (47.1 #!SF for Max. Cantileverl 2" x 2- x 0.040" Hollow I 2"- x 4- x U.045- Hollow Load I Max. Span'L'!(bend!ng'b' or deflection'd') Load Max. Span 17(bendingWor deflection'dl Width (ft.) 182 Span 3 Span 4 Span rZ!.var Width (ft.) l&2 Span 1 3 Span 1 4 Span r "'axeVO, Load I Max. Span 'L'I(bending'b' or deflection'd'). Load I Max. Span 'L'/(bending'b' or deflection'd') Width (ft.) 1 1&2 Span 1 3 Span 1 4 Span _• jt..", Width (ft.) 182 Span 1 3 Span 1 4 Span I r Male. Load Max. Span'L'!(bending'b' or deflection 'd') Width (ft) t82 Span 3 Span 4 Span Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center ofbrace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2 110 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 lin - ..",n.-In.- „ n doeinn Inad ni 1'1 n WCF Sections - Tributa Load Width'W= Members acin 3'-0" - T-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"1 6'-6" -- - - 7'-0" 1 7'-6" Allowable Hei ht W / bendin 'b' or deflection'd' 2" x 2" x 0.044" Hollow 8'-7" b T-11' b T-5" b 6'-11" b 6'-8" b 6'4' b 6'-1' b S-10" b 5'-7' b 5'-5' b 3" x 2" x 0.045" Hollow V4" b 8'-0" b 8'-l" b T-7" b T-3" b 6'-11' b 6'-7" b 6'4" b 6'-1" b 5'-11b 2" x 3" x 0.045" Hollow 10'-7' b 9'-10' b 90-2' b 8'-8" b 8'-2' b T-10' b T-6' b 7'-2' b 6'-11" b 6'-8' b 2" x3" x 0.060' Hollow 13'4' b 17-5' b 11'-7" b 1 0'-11" b 10'4" b 9'-10' b g'-5" b 9'-l' b 8'-g" b 8'-5" In 2" x 4" x 0.050" Hollow i 2'-10' b 11'-10" b 11'-1' b 10'-5' b 9'-11" b 9'-5' b 9-1" b 8'-8" b 8'-5" b 8'-1- In 2" x 5" x 0.062" Hollow 18'-8" b 1T-3' b W-2" b 15'-3" b 14'-5" b 13'-g' b 13'-2' b 12'-8" b 12'-3" b 1'-10" b 2.; x'' 2" x 4" x 0.046 x 0.100" S.M.B. 15'-9' b 14'-T b 13'-T b 12'-10' b 12-2' b i1'-T b 11'-10 10'-8" b 70'-3" b 9'-11' b 2"x5 x0. 050"x 0.100`-SM. - 8-11' b 7-W b 1614' b 15'-5' b 14'-8" b IT-11' 13'4" b 12'-10",b 12'4 b I 1-11" b 2" x 6" x 0.050" x 0.120" S.M.B. 21'-11" b 20'-3" b 18'-11' b 17'-10' b 16'-11" b 16'-2' b 15'-6" b 14'-10" b 14'4" b 3'-10" b 2" x 7" x 0.055" x 0.120" S.M.B. 26'-3' b 24'-3" b 22'-9" b 21'-5" b 204" b 1 4' b 111W* b 1 T-10" b17'-2" b 16'-7" b 2". x 8" x 0.072" x 0.224" . S.M.B. 32'-2' b 29'-9'" b 27'-10' b 26'-3" b 24'-11" b 23'-9' h 22'-9'. b 21'-10" b 21'-0" b 20'4' b 2" x 9" x 0.072 x 0.224 S.M. 37'-3" b 34'-5' b 32'-3 b 149'-U- 30'-5' b 28'-10" b 21.-6 b 26'4' b 25'-3" b 24._4.b 23'-6' b 2" x 9" x 0.082" x 0.3111" S.M.B. I 41'-b" b 38'-5' b 35-11 b 33'-' 1" b 32'-2" b 30'-8' h 29'-4- b 28'-3" b 21'-2" b 26%3- b 2" x 10- x 0.092" x 0.369" S.M.B. 5T-11" d 51'-3' d d 41'-2- d 45--1" b 4Z-11" b 41'-2- b 39'.7- b 38'-1" b 36'-10- b 1 UAbove spans donot include length of knee brace. Add horizontal distance from upright to center of brace to beamconnection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1. 3-110 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing`Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind oust at 110 MPH velocity: using desion load of 11.0 #!SF Tributary Load Width 2'-0" 1 3'-0' 1 4'-0" 1 5'-0" 1 6'-0" 1T-0" B'-0"1 10'-0' 1 12'-0' 1 14'-0- 16'-0- 18'-0- Hollow Beams Allowable Span L' I bending'b' or deflectlon'd' 2" x 4" x 0.050" 13'-3- d 11'-T d 19-6- tl 9'-9- d g'-2- d 8'-9' d 8'4" d T-9' d T4' d 6'-11' d 6'-8' tl 6-4' tl Self Mating Beams Allowable Span'L' bending W or deflection'd' 2" x 4" x 0.045" x 0.088" 14'-9" d 17-10- tl 11'-8' d 10'-10' d 10'-2" d 9'-8- d 9'-3" d 8'-7- d 8'-l' d T-8- d T-4- d T-1- d 2" x 5" x 0.050" x 0.116" 18'-2' d 15'-11" d 14'-5- d 13'-5" d 12'-7- d 11'-11' d 11'-6' d 10'-8' d 10'-0" d 9'-6' d 9'-1' d 8'-9' d 2" x 6" x 0.050" x 0.120" 2l'-4' d 18'-8" d 16'-11' d 15'-9' d 14'-9" d 14'-l' d 13'-5" d 12'-0" d 11'-9' d 1l'-2' d 10'-8' d 10'-3' d 2" x 7" x 0.055" x 0.120" 24'-5' d 21'4- d 19'-4- d 1T-11' tl W-11" d 16'-l' d 15'4" d 14'-3' d 13'-5' d 12'-9' d 12'-2" d 1l'-9' d 2" x 8" x 0.070" x 0.224' 30'-1' d 26'-3- d 23'-10' d 22'-2- d 20'-10' d 19'-9- d 18'-11- d 1T-7" d 16'-6' d 15'-9' d 15'-0- d 14'-S d 2" x 9" x 0.070" x 0.204" 33'-1' d 2V-10" d 26'-3' d 24'-4' d 22'-11' d 21'-9' d 20'-10" d 19'4" d 18'-2' d 1T-3' d 16'-6' d 15'-11' d 2" x 9" x 0.082" x 0.326" 36' 5" d 30%i 1" d 28'-1' d 26'-l' d 24'-7" d 23'4' d 22'-4' d 20'-9' d 19'-6" d 18'-6' d 1T-9" d 1 T-0" d 2" x 10" x 0.090" x 0.374' 41'-l' d 35'-11" d 32'-7' d 30'-3'- d 28'-6' d 27'-1' d A 1- d 24'-0' d 22'-T tl 21'-6' Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than40' 2. Spans are based onwind loadplus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beamconnection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1. 4-110 Town & Country Industries; Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind oust at 11n MPH velocity usinn dncinn Inad m 11 n 1tmi, Self Mating Sections Tributary Load Width' W' = Purlin Spacing 5'-0" - 6'- Vr 0" 8'-0" 9'-0" 10'-0' 1 111--0" 1 12'-0" Allowable Span'L' / bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 14'-6' d 13'-6" d 12'-11" d 12'-5" d 11'-9" b 11'-2' b 10'-8" b 10'-2" b 2" x 5" x 0.050" x 0.048" 17'-11" d W-11" d 16'-1' d 15'-4" d 14'-9" d 14'-3' d 13'-9" b 13'-2" b 2" x 6" x 0.050" x 0.060" 21'-l' d 19%10" d 18'-10' d 18'-0" d 17'4" d 16'-6" b 15%8" b 15'-0' b 2" x 7" x 0.060" x 0.060" 24'-t' d 22'-8' d 21'-0' d 20'-7" d 19'-10' d 19%1" b 18'-3" b 17'-5' b 2" x B" x 0.072 x 0.112- 29'-8' d 2T I V d 26'-0' d 25'-5' d 24%5" d 23'-7" d 22'-10" d 22'-2' d x 0.072" x 0.112" 32'-8' d 30'-9' d 29'-2" d 2T-17' d 26'-10- d 25'-11' d 25%1' d 24'-3- b 2" x 9" x 0.082" x 0.153" 34'-11' d 37-11' d 31'-3' d 29'-11" d 28'-9" d 27'-9- d 26'-11- d 26'-2- d 2" x 10" x 0.092" x 0.187" 40'-7" d 38'-2" d 36'-3" d 1 34'-8- d 33'4- d 1 32'-2" d 31'-2" dl 30'4" d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy E763 T-6 For 3 second wind oust at 1 to MPH velocityustno desion Inad of 13 n #1SF Sections Tributary Load Width' W' = Purlin Spacing 3'-0" 1 3'4i" 4'-0" 1 4'-6" 1 T-0' 5'-6" 1 6'-0" 1 6'.6" 1 7'-0" 1 7'-6- Allowable Height 'H' / bending W or deflection'd' 3" x 3" x 0.045" Fluted 9'-7" b 8'-5' b T-10' b 7'-5" b T-0' b 6'-8" b 6'-5' b 6'-2' b 6-11' b 5'-9" b 3" x 3" x 0.060" Square 11'-2" b 10'4' b 9'-8' b 9'-1' b 8'-8" b 8'-3" b T-11" b 7'.7' b 7'4' b T-1" b 3" x 3" x 0.093" Square 16'-0" b 14'-10' b 13'-11" b 13'-1" b 12'-5" b 11'•10" b 11.4" b 10'-11" b 10'E" b 10'-2" b 3" x 3" x 0.125" Square 19'-l" b 17'-8' b 16'-7- b 15'-7" b 14'-10' b 14'-1" b 13'-6" b 12'-11" b 12'-6" b 12'-l' b 4" x 4" x 0.125" Square- 24'-9" b 22'-11" b 21'-Y b 20'-2" b 19'-2' b 18'-3" b 17'-6" b 16'-9' b I R-2" bW-8" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for lots! beam spans. 2. Spans may be interpolated. Q w 3 Z Z to Q a 2O ly0 Of m J W Z 2 W IY U i TZ d U OfcDiQOZ a 2 W co W 3Z oZU O to U QWnWW 03 QOH W r0W rD ri rn m 2 Town 8Country6005IndicatorMarkZInstructionsForPermit Purposes) W EE W M rv0W LL To: Plans Examiners and Building Inspectors, O LL W ox E 01 W WGLLO2Thesealloyindentif!cation marks havebeen provided to contractors and yourself for permitting purposes. The details below lu o a illustrate the alloy indentif!cation marks and the location of such marks. w C H a Y These alloy marks are used solely for our 6005 exsions. It is extrusions. U M \ ultimately the contractors responsibility that they receive and use only a m c) c 6005 alloy shapes when using this engineering. We are providing this O IX y N sdocument to simplify the indentification of our 6005 alloy materials to U W m o = be used in conjuction with our 6005 engineering. w U 0° O c3 A separate signedandsealeddocumentfromTown & Country f, 0 Lu will be providedtoourpre -approved contractors once the materials ara , U purchased. J F TCI 6005 SELF - MATING i ALLOY INDICATOR TCt R ALLOYY INDICATOR JzSEAL W w SHEET' ' Z c Z w 8-110Z w t m 08- 12- 2010 OF 12 Table 3A.1.1-120 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #NSF (48.3 p/SF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2- x 3" x 0.045` Hollow Load I Max. Span'L'I(bending W or deflection'dj I Load I Max. Span'L'I(bending'b' or deflection'd') Width (ft.) 1 1&2 Span 3 Span 1 4 Span C.1ax_ ntilaWidth (f -) 1&2 Span3 Span 4 SpanrnMax- L x J x u.uou Load Width ( ft. Hollow Max. an'L'I(bending'b' or deflection'd') C x 4 x U.uou Load Width ( R) Hollow Max. Span'L'/(bending W or deflection'd') 2 Span Span 4 Span Cantilex.ver 1&2 Span 3 Span 4 Span ntilever 10'- 5' d 10'-8' d 1'-1 d 4 9'-11' d 12'4' d 12'-7' d 1' d 5 7-1 9'-8' d 9'-71- d 1'-6' d 5 g'-3' d 11'-5" d 11'-8' d 9' d 11.'- 8' T- ' 9'-2- d 9'4' d l'-5" d 6 81-8' d 10'-9' d 10'-11' d d7 d8'-8- d 8'-10- d 1'4" d 7 8'-3' d 10'-2" d 10'-3' b7' d 8 d 8'-6' d 1'-3' d 8 T-11' d 19'-9" d 9-Tb 1'-6' d 9 T- d 8'-2- d 1'-3- d 9 T- d 9'-4" b 9'-7" b 1-6" d 10 9d8' 4' T- 8'd10 7'4" d 8'-11" b 8'-7' b 1'-5' d 11 7'-6- d 1 T-7" tl 1'-2" d 11 1 T-1- d 8'-6" b 8'-2- b 1'4" d 12 5-10" d 1 T-3" d 1 T-5" d 1'-1' d 12 1 b'-11" d 8'-1" b T-10- b 1'4" d x 2" x 0.045" Hollow Load Width ft. I Max. Span 'L'/(bending'b' or deflection'd') an 1&2 Span 3 S an P4 S an PMax. r, nta".."r C Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from updght to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-120 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For second wind oust at 120 MPH velocity: usino design load of 13.0 #NSF Tributary Load Width T0" 1 T-V 1 4'-0" 1 5'-0` 185" 1 10'-0" 1 12'-0` 1 14'-0" 1 16'-0" Hollow Beams Allowable Span'L' 1 bending Wor deflection'd' 2"x 4" x 0.050" 12'-6" d 10'-11' di 9'-11" d 9'-3" d &-8" d 8'-3" d 7'-11" dj 7'4" dj 6'-11' d '6'-7" d 6'-3" dj 6'-0' d Self Mating Beams Allowable Span'L' bending'b' or deflection'd' 2` x 4" x 0.045" x 0.088" IT-11' d 12'-2' d 11'-1' d 10'-3' d 9'-B" d g'-2' d 8'-9' d 8'-2' d T-8' d T X d 6'-11" d 6'-8' d 2` x 5" x 0.050` x 0.116" 17'-2" d 15'-0- d 13'-8' d 12'-8- d 11'-11' d 11'4- d 10'-10-A 10'-1" tl 9'-6" d 8'-11' d 8'-7" tl 8'-3" d 2" x 6` x 0.050" x 0.120` 20'-2- d 1 T-7- d 16'-0" d 14'-10- d 13'-11' d 13'-3" d 17-8" d 1 VA 0" d 11'-1" d 10'T d 10'-1' dj8d2" x 7" x 0.055" x 0.120" 2T-1" d 20'-2" d 18'4" d16'-11" d 15'-11' d 15'-2" d 14'-6-' d 13'-6" d 12%8' d 12'-l" d 11'-6" d2" x 8" x 0.070" x 0.224" 28'-5' d 24'-10" d 22'-7" d 20'-11" d 19'-8' tl 18'-9' d 17'-11' d 16'-T d 15'-8' d 14'-10' d 14'-3' d2" x 9" x 0.070" x 0.204" 31'-3" d 27'4' d 24'-10' d 23'-0' d 21'-8" d 20'-7' d 19'-8" d 18'-3' d 17'-2" d 16'4' d45'-8" d2` x 9" x 0.082" x 0.326" 33'-6- d 29'-3' d 26'-T d 24'-8' d 23'-3" d 22'A' d21%1- d 19'-7- d 1&-5- d1T6' d 16-9" dx0"090"0.374" 38'-10' d 33'-11" d 30'-10" d 28'-8' d 26'-11' d 25'-7" d 24'-6' d 22'-9" d 21'-5" d 20'4" dlg'-5" d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind bad plusdead bad for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A. 1.4-120 Town & Country Industries, Inc. 6005 T- 5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 c nA w nA n at 17n MPH -— I -A of 1 i n }LCF Self Mating Sections Tributary Load Width'W' = Pullin Spacing 5'-0" 6'-0` T-0" 8'-V 1 9'-0' 1 10'-0" 1 11'.-0" Allowable Span ' L' / bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 1379 d 12'-11" d. 12'-3" b 11'-6" b 10'-10' b 10'-3' b 9'-10' b 9'-5' b 2" x 5" x 0.050" x 0.048" 16'-11' d 15'-1 V d 15'-2' d 14'-6" d 13'-11' b 13'-3' b 12'-7' b 12'-1' b 2" x 6" x 0.050" x 0.060" 19`11' d 18'-9' d 1 1T-10- d 16'-11- b 15'-11- b 15'-2" b 14'-5- b 13'-10" b 2" x 7" x 0.060" x 0.060" 1 22'-9" d 21'-5' d 20'-4' d 19'-6' d 18'-6' b 17'-7' b 16'-9' b 16'-0' b 2" x 8" x 0.072" x 0.112' 28'-1" d 26'-5' d 25'-1' d 24'-0' d 23'-l' d 22'-3" d 21'-5' b 20'-6' b x 9" x 0.072" x 0.112" 30'-11- d 29'-1' d 2T-7- d 26'-5- d 26-5- d 24'-0" b 23'4- b 22'4- bH2" 2" x9" x 0.082" x 0.153" 33'-7' d 31'-2' d 29'-7' d 28'-3' d 27'-2' d 26'-3' d 25'-5' d 24'-9- d 2" x 10" x 0.092" x 0.187- 38'-5' d 36'-1' d 34'4' tl 37-10- d 31'-7- d 1 30'-6- d 29'-6- di 28'-8- d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A. 2 120 - Allowable Upright Heights, Chair Rail Spans: or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 Sections Tfiftpry Load Width 'W' = Member S acin X-O" 3'-0" 4'-0" 4'-6' S'-0" 5'46" - 6'-0" 6'.6" 770" T-6" Hei ht ' H' I bendin 'b' or deFlection'd' 2" x 2aO.O44" llow T-11' b T-5" b b 6'-6' b 6'-2' b 5'-11" b 5'-B' b 5'-5' b 5-3" b 5'-0' D 3" x 2llow 8'-8' b 8'-0" b 7'-6" b 7'-1' b 6'-9" b 6'-5' b 6'-2' b 5'-11' b 5'-8" b 5'-6' b_-10' E b9'-2- 1" b 7'-8' b T-3' - b 6'-11" b 6'-8" b 6'-5" b 6'-3" b l 5" b 11'-6" 9' 2- b 9'-9" b 9'-8' b 9'-2" b 8'-10' b 8'-5- b 8'-2" b T-10- b 11' b 11'-0' b 9'-3' b 8-10" b 8'-5" b 8'-1b 7'-10' b T-6' b 2" x 5" x 0.062" Hollow1T-4- b 16'-1" b 15'-0' b 14'-2" b 13'-5' b 2'-10" b 12'-3' b 11'-10" b 11'-4- b 10'-11" b 2" x 4" x 0.046 x0.100" S.M.B. 14'-7' b 13'-6' b 12'-8" b 11'-11" b 11'-4' b 0'-10' b 10'-4- b 9'-11" b 9'-7- b 9'-3" b 2" x 5" x 0.050" x0.100" S.M.B.. 1 T-7' b16'-3' b 15'-3' b 14'4", b 13'-7" b T-1 I" b 12'-5" b I V-11" b 11'-6" b I I " 1 ' b2" x 6" x 0.050" x0.120" S.M.B. 2 4' b 18'-10" b 17'-8' b 166-8" b 15'-9' b 15'-0- b 14'-5' b IS-1 0' b 13'4- b 2'-11' b 2" x 7" x 0.055" x0.120" - S.M.B. 24'-5' b 22'-7' b 21'-2" b 19'-11' b 18'-1 V b 18'-0" b 1T-3' b 16'-7' b 15'-11" b 15'-5" b 2" x 8" x 0.072" x0.224" S.M.B. 29'-11' b 2T-8" b 24'-5' b 23'-2" b 22'-1 b 21'-2' D 29-4 b 19'-7" b 18'-11' b 2" x 9" x 0.072 x0.224" S: M.B. 34-8' b 32'-t" b 30'-0' b 28'-3' b 26'-10' b 25'-7- b 24'-6- b 23--1 b 22'-8- b 21'-11- b 2` x 9" x 0.082" x0.310" S.M.B. 38'-8' b 35'-10" b 33'-6' b 31'-7' b 29-11- b 28'-7- b 27'4- b 26'-3- b 25'-4- b 24'-5' b 2" x 10" x 0.092" x 0.369" S.M.B. 51'-5" d 48'-10" d 46'.9- d 44'-3" b 141'-11' b 40'-0' b 38'4' b 36-10' b 35'-6' b 341-3' b 1. Above spans do not include length of knee brace. Add horizontaldistance from upright to center of brace to beamconnection to the above spansfortotal beam spans.. _ 2. Spans may be interpolated: Table 3A.2 120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans f:r Screen, Acrylic or VinylRooms Alurninum Alloy 6063 T- 6 For 3 second wind ooct at 17n MPH vwlnnity- neinn A-1- I -A of 19 n fete[ Sections Tributary Load Width' 1M = Pur1ln Spacing T-0" T-6- 4'-0` 4'-0" 5'-0" 5'_6 6--0" 1 6'-6" 1 T-0" 1 T-6" Allowable Height 'H' / bending' b' or deflection'd' 3" x 3" x 0.045" Fluted 8'-5" b T-10" bi TA' b 1 6'-11" b6'-6' b 5' -11" b 5'-9" b 5'-6' b 5'4" b 3" x3" x 0.060" Square 10'-5' b 9'-7' b 8'-11- b 8'-6" b 8'-0" b T-8" b T4- b T-l' b 6'-10- b 6'-7" b 3" x 3" x 0.093" Square 14'-11" b 13'-10' b 12'-11" h 12'-2" D 71'-7' b 11'-0" b 10'-7" b 10'-2" b 9'-9" b 9'-5' b 3" x 3" x 0.125" Square 17'-9" b 16'-6" b 15'-5" b 14'-6" b 13'-9- b 1 13'-2- b 1 12'-7" b 12'-1' b 11'1" b 11'-3" b 4" x 4" x 0.125" Square 23'-0' b 21.4- b 1 19'-11" b 1 18'-g' bl17'-10" b 16'-11- b 16'-3' b 15'-8" b 15--1" b 14'-7" b notes: 1 Above spans do not IncI-lde length of kneebrace. Add horizontal distance from up.^:ght to center of brace b beam connection to Lhe above spans for total beam spans. 2. Spans may be interpolated. J Q U) Z 11 Z C) u IL p k O 0 W WoW2 V Ll mOU O D W(Dci u LLJ Z Z I 2 0 0 W z m WUJLLU} Of 6- W D U O O N Z U) W3WM Z t-- o Z ofo Z)t oN N c w> H t Q Town & Country 6005 Indicator Mark Z instructions For Permit Purposes) W O To: Plans Examiners and Building Inspectors, LL These alloy indentification marks have been provided to Lu contractors and yourself for permitting purposes. The details below 0 illustrate the alloy indentification marks and the location of such marks. U - These alloy marks are used solely for our 6005 extrusions. It is .r co ultimately the contractors responsibility that they receive and use only W 6005 alloy shapes when using this engineering. We are providing this aO document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. 4 W tn11t A separate signed andsealeddocumentfromTown & Country 5 1 0Lu will beprovidedtoourpre -approved contractors once the materials ara; D purchased. TO 6005 SELF - MATING 1 ALLOY INDICATOR TCI HOLLOT ALLOY I ALLOY INDICATORZNJM LL W LL W ( m o a O LL n j i m C U r 0) 5 o 0 CO ('X a LLI m o .0 r 3) -f m L) >_ 0 L n m OS F i I 1 I 1 1SEAL" z w w SHEET z 0w 8-120 Z Lu w Co OF12 1Q Table 3A.1.1-130 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF (56.6 #ISF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Max. Span'L'I(bending W or deflection'd') I Load Max. Span 17(bending W or deflection'd') Width (ft.) 182 Span 3 Span I 4 Span Ca,'ver width (ft) 1&2 Span 3 Span I 4 Span Cantilever Load Max. Span 'L'/(bending'b' or defleetion'd') Load. Max. Span'L'/(bending b- or denecuon'0 ) Width (ft.) 1&2 Span 3 Span 4 Span r•aMialto'vnr Width (ft.) -1&2 Span 3 Span 4 Span Cantialever Load I Max. Span 'L'1(bending'b' or dettaction -0 ) Width (ft.) 1&2 Span 1 3 Span 1 4 Span Max. Cantilever 4 Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center ofbrace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. Table 3A.2 130 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy' 6005 T-5 Sections Tributary Load Width'W =MemberSpacing 3'.0" 3'E 4'-0" 4'-6" 5'-0- T-6' 6'-0" 6'-6" 7'-0" 7'-6" Allowable Natant H I bendin 'b' or deflection d- 2".x2".x 0.044" Hollow 7'-3" b 6'-9- b 6'4- b 6-11' b F-8" b 5'4' b 5-2' b 4'-11' b 4'-9" b 4'-7" b 3" -x2" x 0.045" Hollow T-11' b T4" b 6'-10' b 6-6' b 6'-2' b 5'-10' b 5'-7" b 5'-5' b 5-2' b 5-0" b 2" x.3" x 0.045" Hollow 9'-0' b 8'A b T-10' b T-4" b 6'-11" b 6'-8' b 6'4 b V-1' b 5'-11' b S-8" b 2" x3" x 0.060" Hollow 11.4" b 1d-6' b 9'-10' b 9'-3- b 8'-10' b 8'-5' b fil b 7'-9' b 7'-5' b T-2" b 2"x4" x 0.050" Hollow 10'-11" b 10--1- b 9--5" b 8'-11' b Fb 8'-0- b T-0" b T-5- b T-l" b 6'-11" b 2" x 5" x 0.062" Hollow 15'-10" IS 14178' b 13'-9' b 17-11' b 12'-3- b 11'-8" b l l'-3- b 10--9" b 10'-5- b 10'-0- b 2" x 4" x 0.046 x 0.100" S.M.B. 13 -4' b 12'4' b 11'-T b 10'-11" b 10'4' b 9'-10" b 9'-5' b 9'-1' b 8'-9" b 8'-5' b 2" x 5" x 0.050" x 0.100" S.M.B. 16'-1" b 14'-10" b 13'-11". b 13'-1" b 12'-5" b 1'-10" b 11'4" to 0'-11' b 10'-6" b 1 U-2" to 2" x 6" x 0.050' x 0.120" S.M.B. 18'-7" b 17'-3" b 16'-1' b 15'-2' b 14'-5" b 13'-9" b 13'-2' b 12'-8' b. 12'-2" b 11'-9' b 2" x7' x0.055 x0.120 S.M.B. 224" b- 20'-8' 19'4 b 18'-2 b 17-3 b 16'-6- b 15-9 b 15-2' b 14'-7' b 14-l" b 2" x 8" x 0.072" x 0.224" S.M.B. 2T4" b 25'-3' b 23'-8" b 22'4" b 21'-2" b 20'-2' b 19'4" b 18'-7' b 17'-11' b 17'-3" b 2" x 9" x 0.072" x 0.224" S.M.B. 31'-8' b 29'-3° b 2T-5' b 25'-10' b 24'-6' b 23'4' b 22'4' b 21'b" D 20'-8' b 20'-0" b 2" x 9" x 0.092" x 0.310" S.M.B. 35'4" b 32'-8" b 30'-7' b 28'-10' b 27'-4" b 26--l' b 24'-11' b 23'-11" b 23'-1" b 22'4- b 2" x 10 x 0.092 x 0.369" S.M.B. 48-5" d 45'-10' b 42'-10' b 40'.5" b 38'4' b 36'-6" b 34-11 b 33'-7' b 32'-5' b 31'-3' b 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-130 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind oust at 130 MPH velocity: usina desiqn load of 15.0 #/SF TributaryLoad Width 2'-0" 3'-0" 4'-0" 5'-0" 6'-0' T-0" 8'-0" 10'-0"0'. Hollow Beams Allowable Span'L' 1 bending'b' or deflection'd' 2' x 4" x 0.050" 11'-11' dl 10'-5' d 9'-6- d 1 8'-10- tl 8'-3" dl 7--11' di T-6' d 6'-11' di 5'-7" dl 6'-3' dj 5' Self Mating Beano Allowable Span L' / bending W or deflection'd' 2" x 4" x 0.045" x 0.088" 13'-3' d 11'-7" d 10'-6' d 9'-9' dl 9'-2' d 8'-9' d 8'-4- dl 7'-9' d T4' d 6'-11" di 6'-8- d 6'4' 2' x 5"0.050" x 0.116" 16-5' d 14'4' d 13'-0' 'd 12'-1' d 11'4- d 10'-10" d 10'-4" d 9'-7" d 9'-0' d8'-7" d 2" d T-11" d x 2' x 6" x 0.050" x 0.120" 19'-3' - d 16'-10" d 15'-3' d 14'-2" d 13'4' d12'-8' d 12'-1" d 1 P-3' d 10'-7' d 10'-1' d 9'-7' d 9-3' d 2" x 7" x 0.055" x 0.120" 21'-11' d 19'-2' d 17'-5' d 16'-2- d 15'-3" d 14'-6- d 13'-10- d 12'-10- d 17-1" d 11'-6" d 10'-11' d 10'-7' d 2" x 8" x 0.070" x 0.224" 2T-I d 23'-8" d 21'-6' d 19'-11' d 18'-9" d 1T-10' d 17'-1- d 15'-10- d 14'-11- d 14'-2" d 13'-7" d 13'-0' d 2" x 9" x 0.070" x 0.204' 29'-10" d 26'-0' d 23'-8' d 21'-11' d 20'-8' d 19'-8' d 18'-9' d 1T-5" d 16'-5' d 15'-7' d 14'-11' d 14'4' d 2" x 9" x 0.082" x 0.326' 31--11" d 27'-it" d 25'4" d 23'-6- d 22'-2" d 21'-0' d 20--1- d 18'-8"- d 1T-7- d 16'-8" d 15'-11' d 15.4- d 2" x 10" x 0.090" x 0.374" 37'-1" d 327 - d 2975' d 2T-4" d 25'-8" d 24'-5- d 23.4- d 21'-8' d 20'-S' d 19'4' d 18'-6' d 17'-10' d Notes: 1. It is recommended that the engineerbe consultedon any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind loadplus dead load for framing. -- - 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace tobeam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A. 1.4-130 Town & Country Industries, Inc. 6005 T- 5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr 3 -- d wind n,ief at 1111 MPH vnlnrity- nelnn docinn 1n 1 of 1S ntt1SF Self Mating Sections Tributary Load Width'W = Purlin Spacing . 57-0" 6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11--0 Allowable Span ' L' I bending W or deflection'd' 2" x 4" x 0.046" x 0.050' 13'-1" dK25-2* d 11'- 5" b 10'-8- b 10--i- b 9'-7- b 9--1- b 8--9- b 2" x 5" x 0.050" x 0.048" 16'-2" dd 14'-6" d 13'-9- b 12'-11" b 12'-4- b 11'-9" b l l'-3- b 2" x 6" x 0.050" x 0.060" le-11" d d 16--10- b 15'-9- b 14'-10" b 14'-l' b 13'-5" b 12'-11' b 2" x 7" x 0.060" x 0.060" 21'-9" dd 19'-5' d IT-3' b 1T-3" b 16'4" b 15'-7' b 14'-11' b 2" x 8" x 0.072" x 0.112" 26'-9' dd 23'-11' d 22'-11' d 22'-0" d 20'-11" b 19'-1 V b 19'-l" b 2" x 9" x 0.072" x 0.112" 29'-5' tl d 26'-4' d 25'-2' d 24'-0' b 27-9' b 21'-9' b 20'-10' b 2" x 9' x 0.082" x 0.153" 31'-T dd 28'-2' d 26'-11' d 25'-i1" tl 25'-0' d 24'-1' b 23'-1' b 2" x 10" x 0.092" x 0.187" 36'-7" dd 32'-8' d 31'-3' d 30'-1' d 29'-0` d 28'-2" d 27'-4' d Notes: 1. Tables assume extrusion oriented with longer extrusion dirn-Jon parallel to applied load. 2. Spans may be interpolated. Table 3A. 2 130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind oust at 130 MPH velocit, usina desidn ;cad of 18.0 #ISF Sections Tributa Load Width = Pudln Spacing T-0" T-6" 4'-0" 4'-0" 5'-0" 5'-6" 1 6'-0" 1 6'-6" 7'41" 7'-6" Allowable Height ' H' 1 bending'b' or deflection'd' 3" x 3" x 0.045' Fluted 7'-8" b 7'-2' b 6'-8' b 1 6'-4" b 5'-11' b 1 5-8' b 5'-5' b 5%3" b 5'-1" b 4'-10" b 3" x 3" x 0.060" Square 9'-6" b 8'-9' b 8'-2" b 7'-9' b 7'4' b 6'-11' b 6'-e' b 6' -5" b 6'-2' b 5'-11" b 3" x 3" x 0.093" Square 13'-7" b 17-7' b 11'-10' b 11'-1' b 10'-7' b 10'-1" b 9'-B' b 9'-3'. b 8'-11' b 8'-7' b 3" x 3" x 0.125" Square 16'-3' b 15'-0' b I 14'-l' b 13'-3" b 12'-7' bl 1l'-11' h 11'-6" b 1 11'-0" b 10'-8' b 10'-3* 4" x 4" x 0.125^ Square 20'-11" b 19'-5" b 1 18'-2" b 17'-2" b 16'-3"b 1 15'-6' b 1 14'-10' b 1 14'-3" b 13'-9" b b 13'- 3' b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. 0 Z dO w 00a O t- 00Z Rw LLi Town & Country 6005 Indicator Mark Z Instructions For Permit Purposes) w of O To: Plans Examiners and Building Inspectors,Ld u- f] These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details belowO illustrate the alloy indentification marks and the location of such marks. W These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only w 6005 alloy shapes when using this engineering. We are providing this a - document to simplify the indentification of our 6005 alloy materials to U be used in conjuction with our 6005 engineering. i rQ 7W A separate signed and sealed document from Town & Country U) o will be provided to our pre -approved contractors once the iflatanals are w to purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW, r ALLOY INDICATOR r J Q U) Z Z O Z U) Q Q W W p Z0 W OW Of OtU (D C\1 W Z g Z r W -Z U Z:) W J L) 0- 0 _j IxQ 0Z) Cl) Z Q LL n g Wth (-- rn CD WZOOZO oN N CO W F>- Q D tD m k 2 co LL w LL 2 at E W COm@oLLtu o a ZK o Z OM n LV O M L D to U 'O d o L adC4F J MO ujO x 3Z W w U0O tYdWwco HZ z DO L7w SHEET w Z Zz w 8-130 Z w m l06- 12- 2010 OF 12 Table 3A.1.1-140 Town & Country Industries, Inc. ' 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 - For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 #/SF for Max. Cantilever) 2" x 2" x 0.040- Hollow 2" x 3" x 0.045" Hollow - Load I Max. Span'L'I(bending W ordeflection 'dI Load Max. Span'L'/(bending'b' or deflection'd') Width (ft.) 1&2 Span 3 Span 4 Span Max. width (ft.) 1&2 Span - 3 an 4 Span Mom'' Cantilever r .ax.,er Max. Soan 'L Width(ft-) I1&25pan l 3Span I 4Span ICanHieverl Width x L- x u.u- Hollow Load I Max. Span 'L'/(bending'b' or di Width (ft.) 1&2 Span 3 Span I 4Span b' or dl 4 Span Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to::,the.above spans for total beam spans. 2. -`Spans may be interpolated. Table 3A.1.3-140 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind oust at 140-1&2 MPH velocltv: using deslan load of 17.0 #/SF Tributa Load Width 2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0' 8'-0"1 '10--0 1 12-0 1 14'-0" 16'-0" Hollow Beams Allowable Span V 1 bending W ordeflection 'd' - 2":x4" x;0.050" 11'-6' tl 10'-0' d1 9'-l" dl 8'-5' d T-11" dl T-7' di T-3" di 6'-8" dj 6'-4" dl 5'-11" d 5'-9" d 5'-5" b Self Mating Beams Allowable Span V I bending-'b' or deflection'd' 2" x 4" x 0.045" x 0.088" 12'-9' d 11'-1" d 10'-1' d 9'-5" d 8'-10" d 8'-5" d 8'-0" d T-5" d T-0' d 6'-8" d 6'-4' b 5'-11' b 2" x 5" x 0.050" x 0.116" 15'-9" d 1T-9' d 12'-6" d 11'-7" d 10'-11' d 10'-0" d 9'-11" d 9'-2' d 8'-8'• d 8'-3" d 7'-10" d T-7- d 2" x 6" x 0.050" x 0.120" 18'-5' d 16-1- d 14'-8- d 13'-7" d 127-9" d 127-2t. d 11'-7- d 10'-9- d 10'-2" d 9'-8" d 9'-3- d 8'-9" b 2" x 7" x 0.055" x 0.120" 21'-1- d 18'-5- d 16'-9- d 15'-6" d 14'-7" d 13'-11- d 13'-3" d 12'-0- d 11'-7" d l l'-0-: d 10'-7- d 10'-2- d 2" x 8" x 0.070"x 0.224" 26-11' d 22'-8" d 2U-8' d 19'-2' d 18'-0' d 17'-1" d 16`41" d 15'-2' d 14'-0" d 13'-7' d 12'-11" d 12'-6' d 2" 0.070" x 0.204" 28'-7" d 24'-11' d 22'-8- d 21'-l' d 19'-10" d 1&-10" d 18'-0- d 16'-9- d, 15'-g" d 14'-11- d 14'-4- d 13'-9- d 22 x 9" x 0082" x 0.326" 30'-8" d 26'-9' d 24'-4" d 22'-7" d 21'-3" d 20'-2" d 19'4" d 17'-11" d 16'-10' d 16'-0" d 15'A" d 14'-9' d 2" x 10" x 0.090" x 0.374" 35'-6" d 31'-0" d 28'-2" d 26'-2" d 24'-8" d 23'-5" d 22%5' d 20'-9' d 19'-7" d 18'-7" d 17'-9" d 17--1- d 1. Itis recommended thatthe engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-140 Town & Country Industries, Inc. 6005 T-5. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind mitt at tdn MPH -i-iN- ri n design load of 17 orrrcc Self Mating Sections Tributary Load Width 'W' = Pudin Spacing 5'-0- 6'-0" T-0" 8'-0" 9'-O 10'-0" 1 11'-0- 12'-0" Allowable Span'L'I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 12'-7" d 11'-7" b 10'-9' b 10'-1" b 9'-6* b 8'-11- b 8'-7' b 8'-2" b 2" x 5" x 0.050" x 0.048" 15'-6' dj 14'-7- d 137-10" b 12'-11" b 12'-2" b 11'-7" b I l'-0" b 10'-7' b 2" x 6" x 0.050' x 0.060" 18'-30- t3310", 15'-10'- b 14'-10" b IT-1I" b 13'-3' b 12'-0' b 12'-1' b 2" x 7" x 0.060"x 0.060" - 20'-10" 18'-4"-. b 1T-2" b 16'-2" b 15'-4" b 14'-8'- b 14'-0" b. 2" x 8" x 0.072" x 0.112" 25'-8"d 22'-11" ' d 21'-11- d 20'-9- b 19'-8" - b 18'-9" b.. 1T-11- b 2" x 9"x 0.072" x 0.112" 28'-3"d 25'-3" d 23'-11" b 22'-7' b 21'.5' b 20'-5" b 19'-6" b 2" x 9 x'0.082" x 0.153" 30'-3"d 2T-1" d 25'-10" d 24'-10" d 23'-9" b 22'-8".. b 21'-8- b 2" x 10" x 0.092" x0.187" 35'-1'd 31'-4" d 30'-0" d 28'-10' d 2T-10- d 26'-10- b Notes. 1. Tables assume extrusionoriented with longer extrusion dimension parallel to applied load. 2. Spans may be, interpolated: _. Table3A.2 140 - Town 8 Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Sections Tributa Load Width'W =Members acfn 3'-0" 3'-6" 4•-0.. 4. L,.. 5'-0". 5'41" 1 6'41" 1 6.-6" 7'-0" 1 70-6" Allowable Hei ht 'H' I bendin .V or deflection'd' 2" x 2" x 0.044".' - Hollow 6'-9" b 6'-3' _b 5'-10" b 1 6'-6" b 5'-3" b 4'-11' b 4'-9" b 4'-7" b. 4'-5' b 4'-3" b3" x:2" x 0.045" Hollow T-4" b 6'-9' b 6'-4" b 5'-11" b 5'-8" b 1 5'-5" b 5'-2' b 4'-11' b 4'-10" b 4'-8" b2" x 3" x 0.045" Hollow 8'-4" b T-9" b 7-3" b 6'-10" b 6'-5' b S'-2' b 5-1 '1' b 5'-8' b 9-Y b 54' b2" x 3" x 0.060" Hollow 10'-6' b 9'-9" - b 9'-1" b 8'-7" b 8'-2" b T-9" b T-5" b T-2'. b 6'-11' b 6'-8" b2" x 4" x 0.050" Hollow 10'-1" b 9'A" b 8'-9" b 8'-3'. b T-10- b 77" b T-1" b 6'-10' b 6'-7" b 6'4" b2" x 5" x 0.062" Hollow 14'-8" , b 177- b 12'-9' . b 11'-11" b 11'-4" b 10'-10' b 10'-5" b T-11" b 9'-7' b 9'-3" b2" x-4" x 0.046 x 0.100' S.M.B. 12'-4" b 11'-5" b 10'-8- b to'-1" b 9'-7' b 7-7-b 8'-9" b 8'-5' b 8'-1" b 7'-10" b2" -x 5" x 0.050" x 0.100" S.M.B. 14'-10' b 13'-9" b 2'-10' b 12'-2' b 11'-6" b 10'-11' b 10'-6" b 10'-1" b 9'-9" b 9'-5" . b2" x 6" x 0.050" x 0.120" S.M:B. 1T-3' b 15'-11" b 4'-11' b 14'-1" b 13'-4" b 12'-9" b 12'-2" b 11'-8" b 11'-3' b 10'-11" b2" x 7' x 0.055" x0.120" S.M.B. 20'-8" b 19'-1" b 17'-10" b 16'-10" b 15'-1 V b 15'-3' b 14-7" b 14'-0" b 13'-6" b . 13'-P , b2" x 8" z 0.072" x0.224" S.M.B. 25'-3- b 23'-5" b 21'-11' b 2-2 -8- b 19'-7" b 18'-6' b 1T-11' b 17.'-2" b 16'-7" - b 15'-It' b2' x 9" x 0.072" x0.224" S.M.B. 29'-3" b 2T-1' b 25'-4' b 23'-11" b 22'-8' b 21'-8' b 20'-8" b 19'-11' b 19'-2" b 18'-6' b2" x 9" x 0.082"- x 0.310" S.M.B., 32'-8" b 30'-3' 4'-2' b 23'-1' b 22'-2" b 21'-5- b 20'-8- b2'.x 10" x 0.092" x 0.369" S.M.B. 45'-10" b 42'-5" b 39'-8" b 37'-5" b 35'-6" b 33'-10" b. 32'-5- b 31--1" h 29%11- b 28'-11" b 1. "Above spans donot include length ofknee brace. Add horizontaldistance from uprightto center of brace to beamconnection to the above spansfortotalbeamspans. - 2. Spans may be interpolated. Table 3A.2 140 HST Allowable UprightHeights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-il Fnr n co nnd ...i.•a "••c _ .." ....• .. „"..... ......... ""a "sns n wrcc Sections Tributary Load Width W = Purlia Spacing 3'-0" X-6" 4'-0- 4'-6" '-05" 5'-6" FIO 1 6'-6" 1 7'41" T-6" Allowable Height 'H' / bending'b' ordeflection'd' 3" x 3" x 0.045" Fluted T-2" b- 6'-7' bj 6'-2" b 5'-1W bi 5-6" bj 5'-3" bi 5'-1" bl 4'-10" bi 4'-8" bi 4'-6' b 3" x 3" x 0.060" Square 8'-9" b B'-1"D b T-7" -b T-2" b 6'-10" b 6'-6' b 6'-2- b 5'-11" b 5'-9" b 5'-7" b 3" x 3' x 0.093" Square 12.7" b 11--8- b 10'-11" b 10'-4" b 3" x 3" x 0.125" Square 15'-0" bi 13'-11" b 13'-0' bj 12'-3' bj b. 4" x 4" x 0.125" - Square 19'-5" b 1 17'-1 V b 1 16-10" b 16-1G' S 1 15'-1' b 1 14'4" b 1 13'-9' b 1 13'-2" b 1 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 h- snans- 2. Spans may be interpolated. mm w a0LL a a y ti C) z F ovwc rn pz Q nm n 0, m u to ui za 30 8a z J O M Z Z (``n Q o c w Q G U N fa 2 O 0f LuZZ m Z m J W uj WQ z rL W rLL Z WWto 0 J LL O U'} a o o Z D U o 010 Q Z CE of Z Q aw wa LU co U-I Z m Zw o Z W O o kUCOUo Qi WJW U. w H wm Q oo H O N O H0Zn W O cc: Town &Country 6005 Indicator Mark wZ Z D m o k 2 Qo- Instructions For Pennit Purposes) w J M vL.L To: Plans Examiners and Building Inspectors, o uj ti Uj j o x E0. JO These alloy indentification marks have been provided to C e 4 W p LL n contractors and yourself for permitting purposes. The details below n o z illustrate the alloy indentification marks and the location of such marks. W D a These alloy marks are used solely for our 6005 extrusions. It is C 0 M ultimately the contractors responsibility that they receive and use only 1nw Ica5 o a jo 6005 alloy shapes when using this engineering. We are providing this 0- 1- N to document to simplify the indentification of, our 6005 alloy materials to O W o d be used in conjuction with our 6005 engineer ng. w N m C> S A separate signed and sealed document from Town &'Country 0 oNs m Owillbeprovidedtoourpre -approved contractors once the materials are N. m I. - purchased. F z TCI 6005 SELF -MATING J ALLOY INDICATOR TCI 6005 HOLLOW ' ALLOY INDICATOR r' ILIL Zz SE ww SHEET Z 0zw 8-140 Z W. m 08-12-2010 OF 12 REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I-. F 11 - HOME JSTALL NEW 48" OR 60' AUGER ANCHOR PER RULE 5C @ EACH NEW PIER. JSTALL 112" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = 1'-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF: DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTERAND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1'DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8"1' BOLT @ 32" O.C. TYPE III FOOTING OR 16" x 24' RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2' P.T. PLYWOOD NAILED W/ #8 COMMON 6' O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENEDPER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" INTERIOR BEAM (SEE TABLES 3A.1.3) KNEE BRACE (SEE TABLES SPANBEAMS 3A.3) LENGTH 16" TO 24" MAX. ALL FOURTH WALLP USE DETAILS FOR BEAM SIZE) POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE SEE INTERIOR BEAM TABLES TABLES 3A.2.1, 2) AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0" Table 3A.3 Schedule of Post to Beam Size It Thru-Bolts L=D+'/," t//'e 3/8'p Beam She Mlnlmum Post Size Mlnlmum Min. #'Knee MI.. Slllching Knee Brace' Bncs Screws Screw Spacing Hollow Beams - 2- x 4' x 0.050' 3- x 3' x 0.040- 2 2'x 3- x 0.045' 3 #B 2'x 5'x 0.062- 3'x 3'x 0.040' 2 2'x 3'x 0.045' 131 #8Sell -Mahn Beams 2'x 4'x 0.044' x 0.100' 3'x3'x0.060' Fluted 2 2'x 3'x 0.045' 3 #8 8 @ 24- O.C. 2'x 5'x 0.050"x0.116- 3'x X x 0.060' Fluted 2 20x30x0.045' 3 #8 8 0 24.O.C. 2' x 6- x 0.050- x 0.120- 3' x 3' x 0.060' Fluted 2 2'x 3' x 0.045' 3 #10 10 @ 24- O.C. 2"x 7-x 0.055"x 0.120' 3'x 3'x 0.093' 2 2 2'x 3'x 0.045' 3 #10 10 @ 24- O.C. 2- x 7' x 0.055'.. x 0.120- wl Insert 3' x 3' x 0.125' 2 2 2' x 3' x 0,045' 3 #10 10 a 24- O.C. 2- x 8- x 0.082- x 0.306- 3' x 3' x 0.125' 3 2 2' x 4' x 0.044' x 0.100' 3 #12 12 @ 24- O.C. 2-x 9-x 0.072-x0.224' 3'x 3'x 0.125' 3 3 2'x 5'x 0.050'x 0.116- 3 #14 14 16-O.C. 2'x 9'x 0.082-x 0.306" 4'x 4'x 0.125' 4 3 2'x 6' x 0.050' x 0.120' 4 #14 14 A 16.O.C. 2- x 10' x 0.092" x 0.374' 4' x 4' x 0.125' 5 4 2" x 7- x 0.055' x 0.120' 6 #14 14 0 16' O.C. Double Self -Math Beams 2 2'xe"x 0.082'x 0.306- 1 2'x 5' x 0.050'x 0.116' 6 4 2'x4'x0.044-x0.100' 8 #12 12 24'O.C. 2 2' x9'x 0.072'x 0.226-. 2'x 6'x 0.050'x 0.120' 6 4 2'x5'x 0.050'x 0.116' B #14 074 16'O.C: 2 2- x 9- x 0.082- x 0.306' 2'x 7'x D.O55' x 0.120' 8 6 2' x 6'isO.OSTx 0.120' 8 #14 14 16'O.C. 2 2- x 10- x 0.092' x 0.374' 2' x 8' x 0.082- x 0.306' The minimum number of thtu Eons M (2) 1 10 1 B 1 2- x 7' x 0.055' x 0.120' 10 #14 1 #14 16' O.C. Minimum post / beam maybe used asminimum knee brace Knee Brace Min. Length Max Len th 2' x 2- 1'-4- T0' 2- x 2' 1'4' 2'-0' 2' x 2' 1'4' 2'-0' x X 1'$' Tmii' 2' x 4- 1'-6' T-0' STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = 1'-0" Minimum Ribbon Footing Wind Zone III Sq. FL x Post Ancho @ 48- O.C. Stud' Anchors lix" 23 10-0' ABU 44 SP7@32"O.C. 130 - 140-1 30 - 17 1'-0' ABU 44 1 SP7 @ 32' O.C. 140- 2 - 150 3D - 20 VwY ABU 44 1 SPH4 @ 48" O.C. Maximum 16' projection from host structure. For stud walls use 1/2" x 8" L-Bolts @ 48" D.C. and 2' square washers to attach sole plate to footing. Stud anchors shall be atthesole plate only andcoil strap shall lap overthetop plate ontothestudsanchorsandstrapsshallbepermanufacturersspecifications. 3A. 8 Anchor Schedule for Composite Panel Room Components Connection Description 80 - 100 MPH 110 - 130 MPH 140 -150 MPH Receiving channel to roof 10 x (f'+1/2') SMS 10 x (T'+1/2") SMS 10 x (T'+1/2") SMS panel at front wall or at the 1 @ 6' from each side 1 @ 6' from each 1 @ 6' from each receiving channel. of the panel and of the panel and of the panel and 0. 024- or 0.030" metal 1 @ 12- O.C. 1 @ 8' O.C. 1 @ 6- O.C. 1/ 4' x 1-1/2' lag 1/4" x 1-1/2' lag 3/8'x 1-1/2'lag Receiving channel to 1 @ 6" from each end of 2 @ 6' from each end of 2 @ 6" from eachend of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2 pine or P.Lp. framing 1 @ 24- O.C. 2 @ 24" O.C. 2 24- O.C. 1/ 4- x 1-1/2- Tapcon 1/4' x 1-1/2' Tapcon 3/8' x 1-112' Tapcon Reiceving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2@ 6- from eachend of concretedeckatfrontwall. receiving channel and receiving channel and receiving channel and 2, 500 psi concrete 1 @ 32- O.C. 1 @ 24- O.C. 2 @ 24- O.C. Receiving channel to uprights, 8 x 314" SMS 10 z 3/4" SMS 914 x 3/4' SMS headers and other wall 1 @ 6' from each end1 @ 4' from each end 1 @ 3' from each end connections of component and of componentand of componentand 0. 024" metal 1 @ 36- O.C. 1 @ 24-_O.C. 1 @ 24' O.C. 0. 030' metal 1 @ 48" O.C. 1 @ 32- O.C. 1 @ 32" O.C. Receiving channel to existing 1/4' x 1-1/2" lag 1/4" x 1-1/2' lag 3/8." x 1-1/2' lag - wood beam, host structure, deck 1 @ 6* from each end 1 @ 4' from each end 1 @ 3" from each end or infill connections to wood of component and of componentand of component and 1 @ 30'O.C. 1 @ 18" O.C. 1 @ 21' O.C. Receiving channel to existing1/4" x 1-3/4' Tapcon 1/4' x 1-1/2" Tapcon 3/8' x 1-1/2" Tapcon concrete beam, masonry wall, 1 @ 6- from each end 1 @ 4' from each end 1 @ 3' from each end slab, foundation, host structure, of component and , of component and of component and or infill connected to concrete. 1 @ 48" O.C. 1 @ 24" O.C. 1 @ 24" O.C. 1 @ 6" from each end 1 @ 4' from each 1 @ 3' from each Roof Panel to top of wall of component end of component end of component 1@1Y O.C. 1@a-O.C. 1@6"O.C. a. To wood 10x"C+1-1/2' 10 x't'+1-1/2' 10 x'r+1-1/2" b. To 0.05".aluminum 10x"r+1/2" 10 x't'+112' 10 x't'+1/2' Notes: 1. The anchor schedule above is for mean roof height of 0-20'. enclosed structure, exposure'B', I = 1.0. maximum front wallprojection from host structure of 16% with maximum overhang of 2% and 10' wall height. There is no restriction on room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete I 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 spacingof anchors by 0.75. Reduce spacing of anchors for'C" exposure by 0.83. 4. Concrete is assumed to be 2.500 psi @ 7 daysminimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for'C' exposure by 0.83. 5. Tapcon orequal masonry anchormaybe used, allowable rating (not ultimate) must meetorexceed 411# for 1- 1/2" embedment at minimum 5d spacing from concrete edge to centerof anchor. Roof anchors shall require 1-114" fender washer. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. Ft.) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors 1 2 3 4 114" x 1" 264#111-SF 528#/22SF 792#/33SF 1056#/44SF 114" x 1-1/2" 396#/17SF 792#133-SF 1188#/50SF 1584#/66-SF 1/ 4' x 2-112- 660#/28SF 1320#/55SF 1980#/83SF 2640##110-SF 5116- x 1- 312#/13SF 624#/26-SF 936#939-SF 1248#/52SF 5116" x 1.1/2" 468#/20-SF 936#139-SF 1404#/59-SF 1872#/78SF 5116" x 2.1/2" 780#/33-SF 1560#/65-SF 2340#/98-SF 3120#/130SF 318" xY 356#/15-SF 7121930-SF 1068#/45SF 1424#/59SF- ii2 53d#/22-SF 1068#i4o-$F 16i1L#/67F SL136#i%69-$h 3/ 8-x2-1/2" 890#/37-SF 1780#!/4-SF 2670#/111 -SF 3560#/148-SF Note: 1. Anchor must embed a minimum of 2' into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27A 1.00 123 28.9 0.97 130 32.2 0.92 140- 1 37.3 0.86 140- 2 37.3 0.86 0 T 0.80 - Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.10 1.27 lid _ 1.07 1.18 - 10d 1.03 1.01 9d 1.00 8d 0.98 -,":; 0.90 7d 0.95 - 0.81 6d 0.91. 0:7-'- Note: 1. The minimum distance from the edge of concreteto the center of theconcrete anchor and the spacing behyern. anchors shall not be less than 9d where d isthe anchor diameter. 2. Concrete screws are limited to 2" embedment bymanufacturers. - 3. Values listed are allowed loads with a safety facia of 4 applied. 4. Products equal to yawl may be substituted. 5. Anchors receiving loads perpendicular to the diameter arein tension. , Anchors receivingloads_ parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load. For a 2" x 6' beam with: spacing = T-0" O.C.; allowed span = 25'-9' (fable 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = [1/2(25.75') x T x 7# / Sq. FL] / ALLOWED LOAD ON ANCHORNUMBER OF ANCHORS = 630.875# / 300# = 2.102 Therefore, use 2 anchors, one (1) on each side ofupright Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. N 1) wtoJ Q D Z CO 2 0 Q Z0 mv> 11 O w JF- J LLIZ u) 0 0 > [ L U UJ06 ( U DIY F } O D U o Z XQQQI_ Ch N Z Z Z LLI O Q ZZ Dif Lit C Cl) D J Q 0 NCO J cN•1all LL W LLL W rn x Eo Lu O LL n o 33m CJd3 F10N o to cotoa coNcoLUJ as oc) J m U > O d CU4': CnF08- 12-2010 1 OF w ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When Converting a screen room to a glass room or a carport to a garage, the roofmust be checked and reinforced for the enclosed building tequirements. 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 bewalked 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 sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements ofASTM 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.Fasleners 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 Coaled steel fasteners only fasteners. that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT: The roof systems are main force resisting systems and components and cladding, in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and ScreeniRooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind 1 ProcedureloadsarefromASCE7OSSection6.5 Analyticalce P ocedu e for glass and modular rooms. 5. For partially enclosed structures calculate spans bymultiplying 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" 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 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS Uw 1 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = l'-0" o 0 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0' WIT 1w 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = V-0' ALUMINUM SKI. TABLES E:P.S. CORE Z a SIDE CONNECTIONS VARY w ..rrrri: rrrr.rr:i: DONOT AFFECT PANS 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 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpi - 0.00 Zone.2 Glass & Modular Enclosed Rooms Roof Overs I= 1.00 KCpi - 0.18 Zone 2 Overhang I Cantilever All Rooms1= 1.00 KCpi = 0.18 Zone 3Basic W1nd Pressure Effective Area 50 20 10 Basic Wind Pressure Effective Area Basic Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective Area 10 50 20 10100MPH13 13 16 25 17 20 23 26 17 23 27 30. 17 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 T4664 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 69 130 MPH, 20 20 23 27 26 29 35 39 26 38 45 51 26 77 140-1MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 89 140-2 MPH 23' 23 27 31 3053 59 30 89 150 MPH 26' 26 32 36 34 39 46 1 52 1 34 51 60 68 1 34 1 61 1 85 1102 Minimum live bad of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. COMPOSITE ROOF PANEL [ INDUSTRY STANDARD] SCALE: 2" = 1'- 0" PRIMARY CONNECTION: 3) #_' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1- 1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/ 4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE # 10 x 1-112" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAI ROOF PANEL TO FASCIA DETAIL SCALE: 2 1'- 0" ROOF PANEL TO WALL DETAIL SCALE: 2" = l'- 0" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1- 1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED 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 (1) EACH #_' x 1/ 2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-1231 130 J140 150 8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 1 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 Z7; 1 J .- w a Zw aoPOST ANDBEAM ( PER JI-1(IL L- y- TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = 1'- 0" c z Lu wa W OLL WO1-- L) Zw W0 Z i 0W J ZQ. U` U) Z U)Q o LU 20 U)Z O () O 0 cif W ~ 0 J W W Z odZ W O I- U C OZ W J J Z U c IL 3 U W LL Q W OOU) Z 0CifWJW W Z Z rt Zwu °a-w J O Q Q in r ' A o A0 oao LL mw zafir 30 8a Z O P E u. i w ao 0 N w z z wz to ui2Lu JUaza w S to 0 ow Ow zo O O co UUOZ o WZ m w. 0 0 O w J = r- o HN 0 f z Ow o 0 ai 10w w U 333 0a O r r a ww m O OZ o INSTALLATIONINSTRUCTIONS: 7 A. PLACE ( 2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING: m ul SEA B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE U3. ' SHEET DRIP EDGE MUSTMAINTAINSAMEPLANEASSLOPEOFROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED Lu to TOP ANDBOTTOM ( SEE DETAIL ABOVE) 0 AD. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 12 08-12-2010OFNzW w Z_ 0Z w ZZw mN 8 / " S.M.S. SPACED EXISTING TRUSS OR ER — /— @ 8" BOTH SIDES CAULK Q ALL EX ED SCREW HEADS 10 x 1-1/2" S.M.S. WOOD WOOD SC W (2) PER.:.I.. RAFTER 0 TRUSS TAIL j:... r ' 10 X 3/4" S. .S. OR WOOD ¢ uc.:_."- ROOF PANESCREWSPAED@12" O.C. ¢::. ..:.::::::( EXISTIN ASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 2" = l'-0' EXISTING HOST STRUCTUR #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2) 114" x 1-1/4" MASONRY .':.':I::"' ANCHOR OR EQUAL @ 12" O.C. :.::.::: FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD .... - SCREWS @ 12" O.C. :' ::::.{-:.';. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = 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 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 100 -1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 REMOVE RAFTER TAIL TO HERE j REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE f—__ Sao 1-1/2 x 118" x 11-112" PLATE OF H-32 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2X_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" = l'-0' REMOVE RAFTER TAIL TO j HERE j REMOVE ROOF TO HEREII 1I #8 x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDES FLASH UNDER SHINGLE REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = l'-0" EXISTING TRUSS OR RAFTER 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL' 2) #10 x 1-1/2" S.M.S: OR...'. r.......'.:'........ r WOOD SCREW PER RAFTER z.n.'.ii:i[i wORTRUSSTAIL ALTERNATE: 10 x 3/4" S.M.S. OR WOOD e I SCREW SPACED @ 12" O.C. EXISTING FASCIA SCREW #10 x ('t' + 1/2") W/ 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") 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" = l'-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) N Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL aI_ ---- ao 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. 98 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING I 6" 10" 3" COMPOSITE ROOF PANELSEE ,AN TABLE) STRIP SEALANT BETWEEN - FASCIA ANDE 1/ 2' SHEET ROCK FASTEN TO TOPANEL 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 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. 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME v Z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN z 1" FASCIA (MIN.) k 10 x 1-1/2" S.M.S. @ 16" O.C. w a 0. 040" ANGLE W/ #8 x 1/2" w S. M.S. @ 4" O.C. O LLCOMPOSITE ROOF PANEL 1u:::::':::::::::'::'''..:::::'':': w m0 0 w HEADER ( SEE NO,TE'BELCW) U 8 x (d+1/2") S.M.S. @,a O.C. FOR MASONR'w- USE 1/ 4" x 1-1/4 MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-1/2" S.M.S: OR WOOD SCREWS @ 12" O.C: ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = V-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 BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x t" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. b rn o is 3: tic E O NwCE o zQ 0 o r H mO O o 0 LLza Ec o 8J J z 0 Q w z o J N 2Oz o H- LUF zJ p w i Z w w 0 z_ O U CL mW ° 6 w Z J Z 00U0 JZ Z U) z a W tl S W O m z_ Q O o 0 Q 0 N 0 n rn `D NrJ K cNn m LLWtiW 6 m m o 2mLLdulOiifr o m IL r ; 33 LLI ro o D J m U > W dc0n m o 3 z Owxw O. w. O SHEET z z zww 10 z m 08- 12-2010 OF 1 EXISTING TRUSSES OR w A RAFTERS 8 x 1/2" WASHER HEADED CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT - > I I A B I I B — I HOST STRUCTURE HEADS SCREWS @ 8" O.C. I — ALUMINUM FLASHING SEALANT UNDER FLASHING ( I LUMBER BLOCKING TO FIT FASCIA OF HOST STRUCTURE PLYWOOD / OSB BRIDGE z 3" COMPOSITE OR PAN ROOF FILLER O SPAN PER TABLES) / w II 2" x _ RIDGE OR ROOF BEAM O II II ( SEE TABLES) tYa SCREEN OR GLASS ROOM WALL (SEE TABLES) L—L PROVIDE SUPPORTS AS REQUIRED - W /VARIES ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB 8 x "t" +1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0" 30# FELT UNDERLAYMENT W/ 2" X 2" x 0.044" HOLLOW EXT. 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 5/16"0 x 4" LONG (MIN.) LAG AGAINST EXISTING ROOF. SCREW FOR 1-1/2" 0.024" FLASHING UNDER EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 RAFTER OR TRUSS TAIL MIN. 1-1/2" PENETRATION CONVENTIONAL RAFTER OR 2 x 4 RIDGE RAKE RUNNER FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL TRIM TO FIT ROOF MIN. V @ ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" Q INSIDE FACE D.C. FOR UP TO 130 MPH WIND SPEED "D" FASTEN W/ (2) #8 x 3" DECK EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR SCREWS THROUGH DECK TO A 150'MPH WIND SPEED "D" EXPOSURE. TRUSS ROOF INTO EXISTING TRUSSES OR WEDGE ROOF CONNECTION DETAIL RAFTERS SCALE: 2" = 1'-0" A - A - SECTION VIEW SCALE: 1/2" = V-0" COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W FOR 140 & V 2) 3/8" x 3" U W POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = l'-W RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ 8) RECEIVING CHANNELSCREWS8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6' EXISTING 1/2" OR 7116" SHEATHING B - B - ELEVATION VIEW SCALE: 1/2" = 1'-0" 1 B - B - PLAN VIEW SCALE: 112" = T-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-112" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16-0' OR LESS PAN TO WOOD FRAME DETAIL SCALE: 2" = V-0" FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D" ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS 3) #8 WASHER HEADED SCREWS W/1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = V-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL MIN. SLOPE 114": l') 3) #8 x 3/4" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEAL N 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MIDWAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" = V-0" EXISTING FASCIA PLACE SUPER OR EXTRUDED'., EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE SEALANT 10 x 2" S.M.S. @ 12";O.C. 1/2" 0 SCH. 40 PVC FERRULE SEALANT 1) # 8 x 3/4" PER PAN. RIB SLOPE CAULK EXPOSED SCREEN. ONLY HEADS 1/4" x 8" LAG SCREW (1) PER EXTRUDED OR SUPER GUTTER 3" PAN ROOF PANEL MIN. SLOPE 1/4" : 1' ) 1 J Q Z 0 20 -' z Oa WJ O 0 Z O 0W w W U Z ZO U Q Z Z EL 2 w LL wJ Q c tDr Z N p k J M LLW LL 2 m E WZw m 0 Lu w nO i K 0 n m a) J o n III coLll yx t co UJ # 17 U zc m acN, c w 3 m w c13 w Cl 0 7 —, SEAL SHEET TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION 1/ 4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) U)) BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL w SUPER OR EXTRUDED GUTTER U) EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = 1'-0" 08-12-2010 Or uj d IA BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE I EXISTING TRUSS OR RAFTER SEALANT 10 x 2" S.M.S. @ 24' O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA SEALANT 10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.0 CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4" : l') 1/2' 0 SCH. 40 PVC FERRULE 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 PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2'0 SCH.40PVC FERRULE SEALANT 10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4" : l') EXTRUDED OR 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ EXISTING FASCIA #8 x 1/2" S.M.S. EACH SIDE @ 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 I p............... COMPOSITE ROOF J SUPER OR HEADER EXTRUDED CAULK GUTTER SOFFIT 2" x 9" BEAM 2) # 10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = l'-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF 2 3/ 8" x 3-1/2" LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 314"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD- UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = l'-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 I- A B A = WIDTH REQ. FOR GUTTER B = OVERHANG. DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) ( 1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/ 8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = T-O" 0 J p y 00 w o Q zOy m ORECEIVING CHANNEL OVER 2" x 6" S.M.B. W/ (4) #10 J Q BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE 3 SPACER @ RECEIVING EACH SIDE Z U) 2 CHANNELANCHORPOINTS (2) NOTCH ANGLE OPTIONAL J 10 x 2-1/2" S.M.S. @ RAFTER Q 0I- TAILSOR@2" O.C. MAX. W/ MUST REMAIN FOR ANGLE Z 2" x 6" SUB FASCIA STRENGTH Lu 0 Z O U CANTILEVEREDBEAMCONNECTIONATFASCIAENDVIEW) Ill 06 w U SCALE: 2" = l'-0" Z U U J LUQ Z d w LL Zw ofO to PAN ROOF ANCHORING DETAILS j Q 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 ALLEXPOSED SCREW GABLED APPLICATION HEADS & WASHERS O z8 x 1/2" S.M.S. (3) PER PAN AND ( 1) AT PAN RISER 2 w ALTERNATE CONNECTION: PAN OR COMPOSITE ROOF EL cc 8x1-1/4" SCREWS (3) PER PANEL PAN INTO BEAM THROUGH 0 BOXED END OF PAN AND 8 x 1/2" S.M.S. (3) PER PAN HEADER ALONG PAN BOTTOM ROOF PANEL TO BEAM DETAIL F WHENFASTENINGTOSCALE: 2" = l'-0" O ALUMINUMUSETRUFASTHDxzt" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED FOR PAN ROOFS: w EXPOSURE " D"; 6" O.C. FOR 3) EACH #8 x 112" LONG S.M.S. Z' ' ABOVE 130 MPH AND UP TO PER 12" PANELW/ 3/4" 150 MPH WIND SPEED ALUMINUM PAN WASHER u EXPOSURE " D" J w CAULK ALL EXPOSED SCREW iL E HEADS & WASHERS ROOF PANEL v? FOR COMPOSITE ROOFS: PER TABLES SECTION 7) 10 x (L+ 1/2") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS PER TABLES) a " PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON - BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = V-0' Ct N V7 n m tO nJ M LL W LL 2 m x E w6 m p LL O 0 r N an ; CN J o CO 5m g i c L a o m .. Ail z cc wwz zwU) 10D W Co. UJI08- 12-2010 OF 1 v O SHEET UQ w Table 7.1.1 Allowable Spans and Design I Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures MonoSlo ed Roof Screen Rooms d Attached Covers Glass 8 Modular Rooms Enclosed OverhangCantilever Zone MPH 182 s aMoad' 3 s annoad' 4 s aMoad' 782 span/load' 3 s aMoad' 4 s anlload' 1&2 s anlload' 3 s aMoad' 4 s annoad' All Roofs 100 0' 25 L 5'-11' 125 6'-t' 25 4'-9' 26 5'-11 266-0 126 4-6 130 5'-T 130 1 5'-9' 30 t'-10" 145 t70 S-3' 20 6'S' 20 6'-T 20 a'S' 28 5'.9" 28 5'-10' 28 a'-3' 36 5'-3- 36 5'-5' 36 1'-9' 55 S-2' 23 6'-2' 23 6'4' 23 a'-5' 33 5'-Y 33 5'-7• 33 4'-0' 43 4'-21' 43 5'-1' 43 PS' 65 4'-11' 24 6'-1' 24 6'-2' 24 d'4' 35 5 '4' 35 T-5' 35 3'-11' 45 4'- 1' 1 a5 4'-11' a 1' 4-8 27 5-t0' 27 5-t t 27a-2 39 5'-2' 39 F-3' 39 3--10- 51 4'-B' 51 4'-10' 51 24'.6' k2O315'-T 31 5'S' 3/ 3-11 46 4'-t0' 46 4'-1T 4fi 3'-70' S7 4'-8' 51 4'-10' S1 4'S' 315'-7- 31 5'S' 31 3'-11' 46 4'-70' 46 4'-11' 46 3'-7- 59 4'S' 594'.7' 59 1 4'-3' 36 5'-3' 36 5'-5' 36 3'-9' S2 4'S- 52 d'-9' S2 3'-5' 1-1/ 4' x 12' x 0.030' 2 or 5 Rib Riser Panels Aluminum Aloy 3105 H-14 or H-25 Wind Open Structures Mono to etl Roof S ScreenRoom. 8 Attached Cove rs Glass d Modular Rooms E nclosed OverhangCantilever Zone MPH) 182 s a Nload' Js anlload' 4 to d' s an/ a i 2 8 saNload' 3 s "lload' d s aNload• 182 s annoad• 3 s aN1oaTds aNloatl' All Roofs 7006'- 0' 25 6'-5' 25 6'S' 25 5'-1' 26 6'4" 2 6 6'-5' 2 6 a'-10' 30 6' 110 S- 11' 20 6'-11' 4'-i1' 28 6'-2' 28 6'-3' 2B 4'-7' 35 5-8120 5'-7' 23 6'-7' 3 4'-9- 33 S-10' 33 5'-t 7' 334'4' a35'4' 43 SY 43 v-9' 6123 6-6' 24 6'S' 44'-e' 35 5'-9' 35 5'-10' 35 a'-3' a5 5'-3' 45 5'4' 4 130 54- 27 F-T W1200 7 4'-5' 39 5'S' 39 5'-T 39 4'-1" 51 5'-0 S1 5-2- S1 1'-8140-1 5'-0" 31 5'-11' 31 4'-3" 46 5'.3' 46 5'4' 46 4'-t` 51 5-0 51 5'-T S1 1'-7' 89 f40-2 5'-0" 31 5'-11' 31 4'-3' 46 5'-3" 46 5'4' 46 3-i 7 S9S91504'-9" 36 6,1. 36 4'-t' S2 5'-0' S2 5'-1' S2 3'-e' 68 4'-T - 68 4'-B' 68 11S' 1112 1-114- x 12- x 0.050" 2 or 5 Rib Rlser Panels AluminumAlloy 3105 H-14 or N-25 Wind Open Structures Mono -Sloped Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MPH 182 span/ load' 3 s anload' d s an/ load' 182 s aNload* 3 s an/ load' 4 s aMoad' td2 s an/ load' Js anlload' 4 s annoad• All Roofs 100T. 1' 25 7 25 TS-. 16 5'-11- 26 T-5" 26 T-6- 26 5'-8' 30 1-1' JO 1-2- 30 2'4' 45110 6'- 11" 20 8'-2' 20 8'4' 17 5'-10" 28 T-2- 28 T4" 28 5'4' 366'-8' 36 6'-9' 36 120 6'- 6' 23 T-9' 23 T-i 1' 205'-6' 33 6-10' 33 6'-11' 33 5'-i' 43 6'-3" 43 6'4' 43 123 6'- S 24 T-T 24 T-9' 21 356-8' 4'-i 1' 45 6-2' 45 6-3' 45 4-N 1306'- 2' 27 74 27 7'-5' 23 5'-3- 39 6'-5' 3 4-9' S1 5-11' S1 6-0 51 140-1 5'-11' 316'-11 31 T-Y 31 4'-it' 466'-1' 610-.35 760-2 5-11 31 6-11' 31 T-Y 31 a'-1t' 46 6'-1' 150 5'- T 36 6'-0. 36 6'-9" 36 d'-9'S2 5'-10'5 S2 4'4' 68 5'4' 68 5'S' 68 1'-9' 102 Note: Total roof panel width = room mom + wan -am + marnang. 1e119n ur appncu 1udu udacu un .1. air- vice .1 ... yduoi Table 7. 1.2 Allowable Spans and Design / Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Open Structures Screen Rooms Glass 8 Modular Rooms Overhang Wind MonoSlo ed Roof d Attached Covers Enclosed Cantilever Zone 1& 2 3 4 182 3 4 1d2 3 4 All MPH s aNload* s aMoad' spa s ardload' s aMpad' spa ardload' saMoad• spa Moad' spaMoad• Roofs 10 6'- 9' 3 84 30 6 30 -9 4 11 10 20 17 105 17 6'-11' 28 B-6 28-9 28 64' 36 7-10 36 8-0 367-7 55 120 T- 5' 23 9-Y 20 9'4' 206'-T 33 8'-1" 33 8'-3' 33 5'-11' 43 T-5' 63 T-7' 43 7-5- 65 123 T-3' 24 9'-0" 219'-2' 21 6'-5' 35 T-11' 35 B'-1' 35 5'-1P 45 T-3' 65 T-5' 45 7-5' 69130 6'- 11' 27 8'S' 238'-10' 23 6'-Y 39 TS' 39 T-10' 39 5'S' 51S7 T-2' Si 74' 77 140-1 6'S' 318'-3' 27 V-5' 27 5'-10' 46 T-3' 46 T-5' 46 5'S' 516'-11' S1 T-2' 51 7-3' 89 140-2 6'S' 31B'-3' 27 8-5' 27 5'-10' 46 7'-3' 46 T-5' 46 S-5' S9 6'S' S96'-10' S9 7-3' 89 750 6' 4• 36T-10' 32 B'-0' 32S-T 52 6'-11' S2 T-7' 52 S-2' 68 6'4' 689-6' 68 7-1' 102 Note: Total roof panel width = room width + wall milm + ovemang. uesign or appueu luau udacu un um mom - area u- v e pdne.. Table7. 1.3 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures Mo-Sloped Roof Screen Rooms d Attached Covers Glass 8 Modular Rooms Enclosed Rooms - Overhang Cantilever ZoneMPH 182 s anload' 1 3 s aMoad' d s an/ load' 182 3 s an/ load• 4 s an/ load' 782 s aNload' 3 s anlload' 4 s a -- ad- All Roofs100 t7- 2' 16 16'-1' t3 16'-5' 13 13'-3' 23 13'S'239-10' 30 t2'T 27110 11'-11' 17 15'-10' 1416'-1' 1417-10' 25 13.2' 25 9'-3 36 IV-10' 32120 11'-2' 20 13'-10' 2015'-1' 1717-7' g,11lad' 30 74' 30 8'8.43 11'-1'39123. 11'-0' 21 t3'-T 21t3'-it' 2111'-11' 32 12-Y 32 T 45 10'4Y 41130 10'-8' 23 13'-2' 23 13'-5' 2311'S' 35 11'-9' 35 8'-3' S1 10'-7' 457d0-1 9'-9' 31 72'-7' 27 12'-t 0' 2711'-0' 40 11'-3" 40 8'-3' S1 10'-7' 45 140-2 9'-9' 31 12'-T 27 12'-10' 27 B'S' 46 it'-0' 40 1T-Y 40 T-10' S9 9'-8' 59 150 9'- 3' 36 it'-1t' 32 17-Y 32 8'-2' 52 100-6' 46 10'-9' 46 T-6' 68 9'-3' 68 Wind Open Structures SlopedMoRoof Screen RoomsCovers Attached Cove dAGlass8Modular Rooms Enclosed Overhang Cantilever Zone MPH182 sanAoad' 3 Spa 4 s aNloatl'- 182 ad' s aNlodad' 3saMoad' d span load* 182 s aNl 3 s anlload• 4spaA 11 Roofs 10013'- 2- 16 7T- ' 5 1 3 7T-9" 13 11'-T 23 14'4' 23 15'S' 20 10'-11' 27 13-1 27 1 27 4'-0' 45 110 12'-11' 17 1T-1' 14 IT-5- 5 13'-11' 25 15'-T 21 10'4- 32 17-10' 32 1' 13'-1' 324'-0' 55 120 12'-1' 20 15'-11' 17 16'4" 3 13'-1' 30 13'4' 30 9'-5' 43 11'-11' 39 12'-3' 39 3'-10' 65123 IV' 11' 2115'-8' 17 16'-0' 32 17-11' 32 13'-2' 32 9'-3' 45 1T-10' 41 12'-1' 41 4'-0' 69130 11'S' 2315'-1' 20 15'-5' W172 39 17-5- 35 12'S' 35 8'-1 i' S1 11'-5' 45 11 S' 45 3'S' 77 19-11" 27 13'-7' 27 13'-10' 46 11 -11' 40 12'-Y89140-21-11'2713'-T 27 13'-10'46 11 -11'40 12-2" 40 8'-5' S9 1 -10'8915010'-5' 32 12'-17' 32 13'-Y S2 71'4' 46 11'-T 10'-5' 60 10'-T 60 3'4' 102 And Open Structures slpnoSto ad of Screen Roo 8 Attached Covers Glass 8 Modular Rooms nclosed Overhang Cantilever Zone MPH 182 s aMoad' 1 s aMA - 17 4 s anlload' 182 s annoad• 3 span /load' 4 s im load' 182 spa nlload' 3 sp. lload' 4 s aMoad- All Roofs fee 16'- 6' 73 20'4' 13 20'.9' 13 13'-6' 23 17'-6' 20 1T-10' 20 17-10' 27 16-9' 23 IT-1- 770 76'-2' 14 19-11' 14 20'4" 14 13'-2' 25 7T-3' 21 1T-T 21 17-1' 32 15'-10' 27 16'-2' 720 15'-1' 17 17 19'-0' 17 12'-5' 30 76'-3' 25 16'-T 25 11'4' 39 14'-0' 39 15'-3' 32a'-0' 65 123 13'-11- 21 18'4' 17 18'-e' 17 17' 2' 32 15'-11' 26 16'4' 26 11'-2' 41 IT-10' 41 t4'-1' 41 4'-0' 69 130 13'S' 23 1TS' 20 18'-0' 20 it'-9' 35 15'S' 29 75'-9' 29 10'-10' 45 13'4' 45 13'S' 45 4'-0' 77 140-1 12'- 10' 27 16'-7D' 23 iT-2" 23 11'-3' 40 73'-11' 40 14'-7 40 10'-70' 45 13'4' 45 13'S' 45 4'-0' 89 1404 72'-10' 27 16'-10' 23 7T-2' 23 11'-3' 40 13'-11' 40 14'-Y 40 9'-11' S9 12'-B' S3 12'-11' S3 4'-0' 89 750 12'-2' 32 16'-2' 26 16'-6" 26 10'-9' 46 13'-3' 46 13'S' 46 9'-5'- 68 72'-7 60 72'-5' 60 4'-0' 702 Note: I dial root panelwidth = room width + wan width + overhang. 'Designor applied load based on theaffective area o1 the panel Table 7.1. 4 Allowable Spans and Design I Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures MonoSlo ed Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MPH182 saMoad' 3 s aMoad' 4 span/load' 182saNload' 3 Spa 4 s anlload• 132sanlload' 3 spa 4 s an/ lood' All Roofs 110 16'-3' 13 16'-7" 13 10'-10" 23 13'4' 20 73'-8' 20 10'-3' 27 12'-8' 23 12'-11' 23 4'-0' 4 110 75'-11' 16'-3'14 10'S' 25 17-17' 21 13'-3' 21 Y-4'32 11'-11' 27 12'.3' 27 3'-1120 03'-1115'-3'7 9-T 30 17-3' 25 12S 25 8=s' 39 11-2' 39 11-5 39-123 13'9' 14'-0'219'-5' 32 12'-0' 26 12'-3' 26 B'-T 41 11'-0' 41 11'-3- 41 3'S' 69 130 U3166 31313'- T23 9'-1^ 35 11'-T 29 IV-10' 29 94". 45 10'-8 45 19-11' 45 T-5' 77 140.17 12'- 8. 27 12'-11' 27 40 11'-1' 40 17'4' 40 8'4' 45 10'S' 4570'-11'45 3'-3' 89 t40.27 17S' 27 12'-11' 27 B'-7' 40 11'-1' 40 17'4' 40 7'•11' S3 9'-9' S3 10'4" 53 3'-3'750 6 12'- 0' 32 17-3' 32 8'-3' 46 10'-T 46 10'-10' 46 TS' 60 9'4' 60 9'S' 60 S-1" 102 Wind Open Structures no- SlopedMoRoof 8 Screen RoomsAttachedCoversGlass8ModularRooms Enclosed Overhang Cantilever Zone MPH 1& 2 saMoad- 3 s aMoad• 4 SpaMoad' 1&2 s aNload' 3 spa 4 s aNload' 182 s aNloed' 3 s aMoad' 4 s aNload• All Roofs10013'-3" 13 17'-7' 13 17'-11' 13 11'-8' 23 15'-1' 20 16-5- 20 11'A' 7-. 13'S' 23 1T-11' 23 4'-0' 45 110 TY-O' 14 iT-3' 14 1T-7' 14 11'_4 25 14' 15'-2' 21 10'-5' 32 17-11' 27 13'-2' 27 4'-0' 55 120 12'-2' 17 16'-1' 17 16'-5' 17 10'S' 30 IT-2' 25 13'S' 2 9'S' 12'4' 32 3'-11' 65 123 12'-0' 17 15'-10' 17 16'-Y i 10' 6 32 17-11' 26 13'-3' 26 9'4' 34 12130 11'S' 20 15'-3' 20 15'-T 20 9'-9- 35 12'S' 29 17-9' 29 8'-11' 45 11-9 38 X-8' 77 140-1 11'-1' 27 3'S' 23 13'-11' F'3 4 1-134 1T-3' 34 8'-1V V17-11132 9' 38 X-6- 89 140.2 11-1' 27 13 S' 23 13'-1 Y 23 9'-3' 40 11%11' 34 1 S' 34 8'S' 53 3 S' 89 150 10 S' 32 17-11' 26 13'-3' 26 8'-11 46 11-5' 46 11-e' 39 8'-2'60 1 10S' 60 34' 102 Wind Open SWctures MonoSlo ed Roof d Screen Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MPH 182s aMoad• 3 s ann air 4saMoad' 1d2 saMoad• 3 s aMoad• 4 saMoad• 182 saNload' 3 s anlload' 4 sannoad• All Roofs 10 2 S1 2 -11' 1 13S 1 20 18 2 17-11 23 1 -10 23 1 - 23 4 45 11 20- 14 2 - 1 13-3 1 -5 21 1T- 7 12-3 27 1 -11 27 18'4 7 4-0' S5 120 78'-70' 17 19'-3' 17 12'S'25 16-5 25 i6-9 25 1T-5 39 15-T 32 15'-565 123 185' 17 18'- 11' 17 12'-3' 26 16'-2' 26 i6S 26 11'-3' 41 13-11' 34 15'-2' 34 4'-0'130-70' U713 20 11--10" 29 15--7- 29 15-11 2910'-11' 45 IT-6" 38 IY-9' 38 a'-0' 77 140.1 316'-11' 13'-W 38 4'-0- 89 140.23 106 16'4' 26 16'-T 26 10'-10' 46 13'-5' 39 13'S' 39 9'S' 60 17-3' S1 17S' S14'-0' 102 Note: Totalroof panel width = room width + wall width + overhang. 'Design or applied load based on the effective area o1 the panel Table 7.1.5 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Cleated Panels for Various Loads Wind Open Structures MonoSlo d Roof Screen Rooms d Attached Covers Glass d Modular Rooms Enclosed Overhang Cantilever Zone MPH 182Span/ load' 3 spanoacr4s aNload• 182 s anlload' J spa 4 spa 182 s aNload• 3 s aNload- 4 s ariff All Roots10010'-11- 16 1l'-1' 16 T-W 23 9'-3' 23 9'-5- 23 T-1' 30 8'-10" 27 8'-it' 27 2'-11' 45 170 70'-9' 179'- 0' 25 9'-2- 25 6--T 36 8'-3' 328'-5'32 7-9' 55 120 9'S' 20B'- 0' 30 8'S' 30 6'4- a3 7'-10' 39 T-11- 39 7-T 65 123 9-6' N74 278--4' 32T-6& 32 6'-2- 45 TS 61 T-10'-130 9'-1' 23 9'4' 23 6'S' 39 B'-1' 35 8'-3' 35 5'-1t' S1 7_4 51 T-6' 45 2'-5' 77 140•1B'-9' 27T- 8' 40 T-9- a0 5'-t i' S1 T4' S1 T-6' 45 2'4' 89 140-28'-9' 277' S' 40 T-9' 40 5'S" 59 T-0' S9 T-2'150 8'-3' 32 Wind Open Structures Mono - Sloped Roof Screen Rooms d Attached Covers Glass d Modular Rooms Enclosed c osed Overhang CantileverZoneMPH 182span/ load' 3 saMoad' 4 s aNloa d• 182 Spann ad' 3 s aNload• 4 s aMoatl• 182 s anlload' 3 s aNload' 4 s an8aatl' I AI Roofs 100 11'-9' 13 7 T-t 1' 138'-0' 23 10'4' 23 10'-T 23 TS' 27. 95' 27 9'-e' 27 3'-2' 45 110 1T-T 14 11'-9'14 7-10' 25 T-W 25 10'.3' 25 7'-2' 36 8'.11- 32 9--1' 32 2'.11'120 10'-9' 20 10'-11' 20 7'-5" 33 9'-2' 30 9.4- 30 6--g- 43 8'-5' 39 B'-T 39 2'-9' 123 1 tOS' 21 10'-10' 21 T.3' 35 9-0' 32 9'-2' 32 6'S' 45 8'-3' 41 8'-5' 41 7-9'130 U72 10'4' 23 10'S' 23 7'-0' 39 8'S' 35 6-10- 35 6--5- 51 7'-11'45457-8' 77too 9'5' 27 9'- T 27 6'-8' 46 8'-2' 40 B'4' 40 6'-S1 T-11' 45 8'.1.45 2'-6- 89 9'- ' 27 9'-7" 27 6'-8' 46 8'-2' 40 8'4' 40 6'-1' S9 T-T 53 T-8' S3 S 8'-11' 32 9'- T 32 6'4' S2 T-10' 46 8'-0' 4fi 5'-10' 68 T-2' 68 T4' 6B 2'-5' 102 Wind Open Structures Mono - Sloped ed Roof Screen Rooms8 Attached Covers Glass d Modular Rooms Enclosed Overhang i Cantilever Zone MPH 182 pan/ load' 3 s aMoad' 4 s aMoad' 182 spanoad' 3 so-1 air d s aMoad' 182 s an/load' 3 s ,rJ ad' 4 pan oad' All Roofs 100 11'- 1' 16 13'-9' 13 15--0- 13 9'-5- 23 12'-1' 20 12'4' 20 8'-11' 27 1t'-8' 170 10'-11' 17 13'S' 14 13'-9' 14 9'-Y 25 11'1 21 12'-0' 27 B'-5" 32 10'-10" 32 1' 120 9'-10' 20 12'-T 17 12--11' 17 8--8- 30 11'-1' 30 11'4' 30 7'-11' 39 9'-10' 39 10.4• 123 9'S' 21 12'-5' 17 12'S' 17 8'S' 32 70-11' 32 11'-1' 32 T-10' 41 9'S' 41 9'Al" 41 3'-Y69 130 9'-3' 23 12'-7' 20 174' 20 B'-3" 35 70'S' 35 10'-9" 35 TS' 45 9'-3' 45 9'1 45 3'-1' 77 740.1 8'-11' 27 115' 27 11'S' 23 T-9' 40 9'-T 40 10'-3' 40 TS' 45 9'-3' 45 9'S 45 2'-11' 89 140.2 8'-11' 27 11 S" 27 11'S' 23 T-9" 40 9'-T 40 10'-3' 40 T- 5 8-10' S3 9'-0' 53 T-11' 89 150 8-5 32 10'-11' 32 11-1' 32 T-6 46 9'-3' 46 9'-5' 46 6'-10' 68 B'-5 60 8'-T 60 2.- 0' 102 Note: Total roof panel width = room mdth + wall width + overhang. 'Design or applied bad based on the affective area of the panel Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) 3' x 48" x 0.024- Panels Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam Open structures Screen Rooms Glass d Modular Rooms ovedtan Wind Mono -Sloped d Roof 8 AttachedCovers Enclosed - Cantilev Zone 182 1 4 182 3 4 182 3 4 All MPH) spa1n load' spaNload' spanA spaNbad' spaNload' spaMo.d' spaNload' span/load' soanlload• Roofs Wind ( MonoSloped Roof I d Attached Covers ( Enclosed I Cantilever) Zone( 182 3 ( d ) 182 3 4 182 3 4 A11 Wind Open Structures Mo- Sloped Roof Screen Rooms d Attached Covers Glass 8Modular Rooms Enclosed Overhang Cantilever Zone MPH sannoad' ad' 182N14'-1 4 s anlload• 182 s nn-d- 3 s -11 4 saMoad' 182 saMoad' 3 s aMoad' 4 saMoad' All Roofs 100 1T-9' 13 13 19'-2' 13 14'-Y 23 15'-10' 20 15'-3' 20 13'-Y 27 14'-9' 27 14'S' 27 4'-0' 45 110 1 -3" 1414 1 -T 14 13-10- 25 15-5- 21 14.11• 25 11'-Y 32 13'-T 32 13'-2' 32 4'-0 55 120 75'-7 17 17 16'-10' 17 12'-8' 30 14'-2' 30 13'.8' 30 10'-2" 43 12'S' 123 75'-2' 17 17 16'-5' 17 12.4- 32 IT-10' 32 IT-4- 32 9'-11' 45 11'-1` 41 10'S' 41 4'-0' 69 130 14'-4 2320 15'S' 20 10'S' 35 1S-2' 35 12'S' 35 91-5' S1 10'S' 45 10'-2' S1 3'-11' 77 UO-1 IS4' 27 27 14'-5' 27 70' -0' 4 6 1'-' t 240 10'-10' 40 9'-5 140-2 13'-4 27 27 t4'-5' 27 10'-0' 46 11'-2' 40 10'-10' 40 8'S'12'S' 3 32. 73'S 4 52 10-5 46 1 10-1 52 Y 68 9'-2 68 8'-10 68 3- 1 2 Note: Total roof panel width = room width + well width + overhang. 'Design or applied load based on the affective area of the panel d Nm m O Z< j 0 u- n m y N ZO N , m W C H 2sm o" n Wa4?00draoO KW muiaOg53 Z Q ~ DW W Z UC) p o Q L Q N aIl--- 2 O O W z Z 0 JZ w Lj CO } --I WW uj w t z d DO a z to p F- U 06 W Z -ionUQLUo g J Z Q N F Q o O z U a D U U) w o g F,Q J z y Z W Q .. a- zW Z Q of) Q OW Q o j N O S F>- f0 i.0U? K1; N r0 Q a z 2 NJ u Y U z LIL LW W Z _ matE W CO m m oJOWdW 0LLLU n 4 O r ZOC a C U n w p Q i=i zz m rn a O W N oo L o 0_' W O 4i v_ COW' U C c 0 W OW m I. w Z F F Z 0 Z rW 0 o 0OALw EL EL L z U)WL 0 z 11 n- S wO U SHEET LU z Jz Z WW 1® Fw z12 W 08- 12- 2010 OF MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 48" A, 1.0# OR 2.0# DENSITY E.P.S_,FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = V-0" Lawrence E. Bennett & U180 Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spansand Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 ant u_e n. N9S 1 n LDA Cnm nen w cn=... Wind Open Structures MonoSlo ed Roofl Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH) 1&2 s anload• 3 span/load' 4 s anlload'ad' 3 s anlload' 4 s an/load' 1&2 s an/load• 3. span/load' 4 s anlload' Cantilever 100 25'-9' 13 28'-9" 13 27'-10" 1320 22'-it" 20 22'-2' 20 19'-2" 23 21--5" 23 20'-8'- 23 4'- 110 25'-0" 14 2T-11' 14 27'-0" 14 21 22-5- 21 21'-8' 21 17'-8' 27 19'-9" 27 19'-l' 27 4'-0' 55 120. 22'-7" 17 25'-4' 17 24'-5" 175P20--7- 20-7- 25 19'-10' 25 16'-3- 32 18'-2" 32 17'-7- 32 4'-0- 65 123 22'-0' 17 24'-8' 17 23'-10' 17 2fi 20'-1" 26 19'-5' 26 15'-10- 34 17'-8" 34 17'-1" 34 4'-0- 69 130 20'-10- 20 23--3- 20 22--6- 2029 19'-1' 29 18'-5" 29 13'-8' 45 16'-8' 38 16'-1' 38 4'-0" 77 140-1 19'-4- 23 21'-8" 23 20'-11' 2334 17'-T 34 tT-0' 34 13'-8- 45 16'-8" 38 16'-1" 38 4'-0' 89 140-219'-4" 23 21'-8" 23 20'-11-2334 17'-7" 34 1T-0" 134 1 12'-7- 53 15'-6- 44 13'-8" 53 1 4'-0- 89 150 1&-2' 26 20'4- 26 19'-8' 26 13'-7" 46 16'-5" 39 15'-11' 39 1 11'-10" 60 1T-3" 60 12-10- 60 4'-0' 102 O en Structures Mono -Slopeded Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang 1&2 s aMoad• 3 s aNload' 4 span/load' s anllonlload' 1& 2fi3420' 3 4 span/load' 1&2 span/load' 3 span/load' 4 s anlload• Cantilever 29'-8- 13 33'-2" 13.. 32'-l' 13 23'-8- 6" 20 25'-7' 20 22'-1- 23 24'-8" 23 23'-10- 23 4'-0' 45 28'-10" 14 32'-3' 14 31'-2" 14 23'-2" 10" 21 24'-11" 21 20'-5" 27 22'-10' 27 22'-W 27 4'- PWiPn 26'-1' 17 29'-2' 17 28'-2' 17 21'-2' 8" 25 22'-11' 25 18'-9' 32 20'-11" 32 20'-3"32 25'-5' 17 28'-5" 17 27'-5' 17 20'-8' 2" 26 22'-0" 26 18'-3' 34 20'-5" 34 19'-8" 34 4'-0' 69 23'-11' 20 26'-10' 20 25'-11" 20 19'-8- 29 21'-3' 2917'-2" 38 19'-3' 38 18'-7' 38 4'-0' 77 22'-4' 23 24'-11' 23 24'-2' 23 18'-2' 34 19'-8" 34 1T-2" 38 19'-3' 38 18'-7' 38 4 22'4' 23 24'-11' 23 24'-2' 23 18'-2" 4' - 34 19'-8' 34 15'-11' 44 17'-10" 44 17'-3' 44 4'-0" 89 150 20'-11- 26 23'S' 26 22'-8" 26 16'-11' 11" 39 18'4" 39 1 13'-8 60 16'-7' S1 16'-0" 51 4'-0' 102 Open Structures MonoSlo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang 1&2 s anload' 3 s anlload' 4 span/load— 1&2 span/load' 3 s anlload' 4 span/load 1&2 s aMoad' 3 San/load' 4 s anlload• Cantilever 29'-11' 13 33'-6' 13 32'-5' 13 23'-11' 20 26'-9" 20 25'-11' 20 22--4- 23 24'-11" 23 24'-2' 23 4'-0' 45P12029'-2" 14 32'-T 14 31'-6' 14 23'-4- 21 26'-2' 21 25'-3' 21 20'-7" 27 23'-1" 27 22'-3- 27 4'-0" 55 26'd' 17 29'S' 17 28'-6' 17 21'-5' 25 23'-17" 25 23'-2' 25 1B'-71' 32 21'-2" 32 20'-5'4'-0" 65 25'-8" 128'-9' 17 27-9' 17 20'-11'26 23'-5' 26 22'-7'26 18'-5' 34 20'-7' 34 19'-11" 34 4'-0' 69 24'-3" 27'-1' 20 26%2• 20 19-11- 29 22'-3" 29 21'-6' 29 17'-5' 38 19'-5' 38 18'-9' 38 4'-0' 77 2r_7• 23 25•_3• 23 Za_5• 23 18'-4• 3a 20'16' 34 19'-W' 34 j7•-$• 39 19'-5• 38 18'-9' 38 4'-0" 89140-2 2T-7' 23 25'-3' 23 24'-5" 23 18'-0' 34 20'S' 34 19'-10' 34 1 16'-2' 44 18'-1' 44 17'-5' 44 4'-0' 189 150 21'-3' 26 23'-9' 26 22'-11" 26 1 1T-2' 39 19'-2" 39 18--6- 39 IT-10- 60 16'-9- 51 16%2' 51 Wind Open Structures Mono -Slopeded Roo( r RoomsScreenoos & Attached Covers Glass Modular Rooms Encloseds & od Overhangg Zone MPH 192 s anload' 3 span/load' 4 s anlload• 1&2 s anload' 3 s anlload' 4 s anlload' 1&2 s anlload' 3 span/load' 4 s anlload' Cantilever 100 34'-7' 13 38'S' 13 3T.5" 13 27'-8' 20 30'-11- 20 29'-10' 20 25'-9' 23 28'-10' 23 27'-10- 23 4'-0' 45 110 33-8 14 3 -T 14 3V-4- 14 26-11' 21 30-2" 21 29'-Y 21 23'-9' 27 26'-7" 27 25'-8' 27 4'-0' S5 120 30'-5' 17 34'-0' 17 3Z' 10" 17 24--9" 25 27'-8" 25 26'-8' 25 21'-10' 32 24'-5' 32 23'-7' 32 4'-0" 65 123 29'-7- 17 33'-1' 77 32'-0"- 17 24'-2"- 26 26'-11" 26 26'-1' 26 21--3" 34 23'-9" 34 22--11- 34 4'-0' 69 130 2T-11" 20 31'-3' 20 30'-3" 20 22'-11' 29 25'-6' 29 24'-9' 29 20'-7" 38 22'-5" 38 21'-8' 38 4'-0' 77 140-1 26'-1' 23 29'-1' 23 28'-2' 23 21'-2' 34 23'-8' 34 22'-11' 34 20'-1- 38 22'-5' 38 21'-8' 38 4'-0' 89 140-2 26'-t' 23 29'-1' 23 28'-2' 23 21'-Y 34 23'-8" 34 22'-11' 34 18'' 44 20'-10" 44 20'-1'- 89 150 24'S' 26 2T4' 2fi 26'-5" 26 19'-9' 39 22--1" 39 21'-5' 39 17'-4' S1 19'-0' S1 18'-8' S1 4'-0' 102 Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide ProductApproval #FL1D49 s ea n roe^ o=..e1" eu—... - e Wind Open Structures Mono —Sloped RootI Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s anlload' 3Ian/load• dIan/load• 1&2 span/load• 1 s anlload' 4 s anlload' 1&2 span/load" 3 span/load' 4 span/load' Cantflever 100 28'-2' 13 31'S' 13 30'-5' 13 22'£' 20 25'-2" 20 24'-0' 20 20'-11" 23 23'S' 23 22'-8'. 23 4'-0' 45 110 2T-5' 14 30'-8' 14 29'-7' 14 2l'-11". 21 24'-7' 21 23'-9" 21 19'-0' 27 21'-B' 27 20'-11' 27 4'-0' S5 120 24'-9' 17 27'S' 17 26'-9' 1t20'-2' 25 22'-6" 25 21'-9" 25 17'-10' 32 19'-11' 32 19'-3' 32 4'-0' 12324'-2' 17 26'i i' 17 26'-1' 126 21'-11' 26 21'-3' 26 1T-0' 34 19'-0' 3418'S' 34 4'-0' 6922'-10' 2022024'-B' 229 20-11' 29 20'-2' 29 16'-0' 38 18'-3' 38 1T-8' 38 4'-0' 77 140-1- 21'3' 23 23'-9' 23 22'-i 1". 234 19'-0' 34 18'-8" 34 16'-4" 38 18'-3" 38 17'-8' 38'-0' 89 14D-2. 21--3" 23 23--9- 23 22'-11" 2 34 19'-0' 34' 18'-8' 34 15'-2" 44 16'-11" 44 16'-5' 44 4'-0' 89150-'19'-11' 26 22'-3" 26 21'-6' 2. 39 18'-0' 39 1T-5' 39 12'-11' 60 15'-9' 51 15'-3" 51 Wind Open Structures Mono —Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone 1&2 3 4 182 3- 4 1&2 3 4 CantileverMPHsaMoad• s anload' s anlload' s anlload• s anlload' I s anlload• s ardload' s an/load• s an/load' 100 37'-11' 113 1 42--5- 13 40--11- 13 1 30'-3' 20 33'•10' 20 32'-8' 20 28'-3' 123 1 31'-7' 23 30'-6' 110 36'-10 14 41 -2 14 39 -10' S' 21 331 21 31 -11 21 26'A 27 29'-1' 27 Tv -2' 27112033 -4' 17 37'-3" 17 36'-0' 1' 25 30'-3' 25 29'-3' 25 23'-11" 32 26'-9- 32 25 -!T 123 32'-5' 17 - 36'-3' 17 3S-l' 5" 26 29'-7" 26 28'-7 26 23'-3" 34 26'-0" 34 25'-2- 130 30'-8' 20 34'-3' 20 33'-1" J2323'-3- 2' 29 28'-1" 29. 2T-2' 29 21'-11" 38 24'-7" 38 23'-9' 140.1 28'-6' 23 31-11" 23 30'-10' 34 26-11- 34 25--1"34 21'-71' 38 24'-T 38 23'-9' 140-2 28'S' 23 31'-11" 23 30'-10" 3- 34 26' 11" 34 25'-1"34 20'-5'22'-10' 44 27-1' 150 26'-10' 26 29'-11' 26 28'-11' 8' 39 24'.3" 39 23'-5' 39 18'-11' S1 21'-2' S1 20'S' S1 4'-0' 1D2 Note: Total root panel. width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel o Za ZI ou a = C n m h U Q c W yq32QOmr„iK y Q) 00 it Wmw za mm 3o 8J Z J Q f- uj u to fn o acZCOUNw Z) Q n ZZ O z LUm J 0 LUa ui w W Z a wQ. ZU)> w o6 IL 5o O w U IY o a U p L) ani J Z xCOZ0oa Z3 IJJ w m Z W I— o w U) w a G 3 LL w J Q N jO lo 0 u1 CO 9 F 1- r Z 0 J W M OZ_ LL IL LL w 1 4 3t EUm J a W m 4 w O LL p 0 0 cc O m Ca'T Z 0 WUC: U ui to A o1 n p w ONco W mo L Kaa. O U Lua r o w Oz • w N z F Z_ m CO F' O CO, Z o W o LL i 'il w r I 20 u) OZ fw S L w0 zSHEET J Ww ZzW 1 a Wm 08-12-2010 OF 1 0 2.00" 2.00" I A A = 0.434 in.' = 0.776 in.' 0.040" o Ix = 0.234 in. Ix = 1.953 in. o Sx = 0.977 in. Sx = 0.240 in? 0.046" 6005 - TS 6005 - TS 2" x 2" x 0.040" HOLLOW SECTION SCALE 2" = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2.00" 2" x 4" x 0.046" x 0.100" SELF MATING SECTION 0.045" T__ A = 0.538 in? SCALE 2" = 1'-0" Ix = 0.642 in.. 0.428 in? * 2.00" 6005 - T5 I 2" x 3" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0" I A = 0.964 in.' Ix = 3.688 in. ' 0.050" Sx = 1.475 in? 2.00" " 6005 - TS 0.060 o A = 0.768 in? Ix = 0.530 in.' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C. Sx = 0.585 inP 6005 - T5 TOP AND BOTTOM OF EACH BEAM 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.096" SCALE 2" = r-0" SELF MATING SECTION SCALE 2" = 1'-0" I T 2.00" 0.050" o A = 0.697 in? Ix = 1.428 in' Sx = 0.714 in? A = 1.098 in? 0 6005 - T5 0.050" 9 Ix = 5.938 in. 2"_x 4" x 0.050" HOLLOW SECTION Sx = 1.979 in? SCALE 2" = 1'-0" 6005 - TS 3.00' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. A = 0.552 in? TOP AND BOTTOM OF EACH BEAM 0.045" o Ix = 0.342 in.' 2" x 6" x 0.050" x 0.120" Sx = 0.342 in? 6005-T5 SELF MATING SECTION SCALE 2" = 1'-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0" 2.02" x o A = 1.277 in.' 0.060" n Ix = 8.873 in. Sx = 2.534 in. 6005 - T5 STITCH W/'(1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.060" x 0.120" SELF MATING SECTION SCALE 2" = 1'-0" 71- 2.00" 0.072" o oo 11 A = 1.855 in? Ix = 16.622 in' Sx 4.156in.' 6005 - TS STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" X 8" x 0.072" x 0.112" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" 0.072" o A = 1.999 in' Ix = 22.116 in' Sx=4.915in.' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.072" x 0.112" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" 0.082" o A = 2.398 in? Ix = 27.223 in' Sx = 6.050 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.153" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" 0 0.090" 0 A = 3.023 in? Ix = 42.466 in.' Sx = 8.493 in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.187" SELF MATING SECTION SCALE 2" = 1'-0" Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location ofsuch marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Cou;ty 1 will be provided to our pre -approved contractors once the materials are . purchased. TCI 6005 SELF -MATING ALLOY INDICATOR - TCI 6005 HOLLOW CATOR J Q D Q 2 2 O - Z O W W Z d05OULUo6 ° U o F=- Q U >- IY W Q = N Z U) 2 W W ly- Z_ co D J Q N IC a 0 z SEAL w w SHEET z 0zw 11uiz ww t m 08-92-2010 OF 12 G D GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (BAWL 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; I , 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, orthe wood or other absorbing material shall be painted with two coats of aluminum housepaint and the joints sealed with a good quality Caulking compound. The protective' materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic Coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. - 8. Any structure within 1500 feet of a saltwater area; (bay or ocean) shall have fasteners made of non-magneticstainless steel 304 or 316 series. 410 series has not been approved for.use with aluminum by the Aluminum Associaton and should not be used. 9._ Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in the Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133 % wind load increase as provided for in The 2007 Florida Building I: Code with 2000 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 0 psi; Shear psiStrength55,0 0 p fable 9.1 Allowable Loads for Concrete Anchors - Strew Size d = diameter : EmbedmentDepth in.) Min. Edge Dist 8 Anchor.Spacing 5d (in.) Allowable Loads I Tension Shear" ZAMAC NAILIN (Drive Anchors) 1/4" 1-112" 1.1/4" 1- 273# 236# 2" 1-1/4" 316# 236# TAPPER (Concrete Screws) 3116" IA14" 15116" 288# 167# 1-3/4" 15116" 371# 259# 114" 1-114" 1-114" 427# 200# 1.314" 1-114" 544# 216# 3/8" 1.112" 1.9116" 511#- 402# 1-3/4" 3-318" - 703# 455# POWER BOLT (Expansion Bolt) 2" - 1-114" 624# 261# - 5116- 3" 1-7/8" 936# 751# 318" 3-112" 1-9/16" 1 575# 1,425# 112" 5" 2-1/2" 2,332# 2,220# POWER STUD (Wedge -Bolt ®) 1/4" "- 2.3/4" 1.114" 012# 326# 318" 4-114" 1-77 1,358# 921# 1/2" 6" 2.1/2" 2,271# 1,218# 5/8-"- 7" 2.1/4" 3,288#.. 1202# weage uou 114" 2-112" 2.114" 878#- 385# 3/8" 3-1/2" 3-114 1,705# 916# 112" 4" - 3-314" ; 1,774# 1 1,095# Notes: 1. Concrete screws are limited to 2" embedment. by manufacturers. 2. Values listedareallowed loads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable -loads are increased by 1.00 for wind load. 6. Minimumedgedistance and center to centerspacingshall be 5d. 7. Anchors receiving loads parallel to the diameter, are shear loads. B. Manufacturers recommended reductions for edge distanceof 5d have been applied. Example: Determine the number of concrete anchors required for pool enclosure bydividing the upliftload by the anchor allowed load. For a 2" x 6' beam with: spacing =„T-0" O.C. allowed span = 20'- 5" (Table 1.1) UPLIFT LOAD =. 1/ 2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x T x l0# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2.500 p.s.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall ThicknessK 0.164" 122 153 1- 0.190". 141 177 231 263 295 0.210" 156 196 256 291 327. 0.250" 186 232 305 347 389 529 0.240" 179 F423 223 292 333 374 508 0.3125" 232 291. 381 433 486 0.375",, 279 349 457 520 584 793 0.50" 373: 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Screw/Bolt I Single Shear Size Not 0. 044". 0.050" 0.055" 0.072" 1 0.082" 0.092' 0.125" 8 - 0A64" 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 Sit 6" 0. 3125" 223 254 279 366 416 467 634 3/8" 0. 375" 268- 305 335 439 499 560 761 112" -1 0. 502 357 40S'- - 447 6 666. 747 1 1015- . Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Bolt Double Shear Size Not 0. 044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 1/4" 0. 240" 343 390 429 561 639 - 717 974 5116" 0.3125" 446 508 559 732 832 934 1269 318" 0.375" 536 610 670 878 998 N20 1522 1/2' 0. 50" 714 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. - 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rival substitution for screws of anchor specifications in drawings. 3. Minimum thickness of framemembers is 0.036" aluminum and 26 ga. steel. Multipliers for Other Alloys Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 7.45 Bd 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 lid 1.21 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures 0 27.42 #/SF Fastener diem. inin. edge distance min. ctr. to ctr.a- ilO No. ofFasteners I Roof Area SF) Area 31Area 41' Area 114" 112" 518" 08 - 106 4,362 - 159 5,819 - 212 5/16" 318" 7115 88 - 138 5,682 - 207 7,576 - 276 3/8" 3/ 4" 1" 544 - 166 6.816 - 249 9.088 - 331 1/2" 1" 1rl/4" 060, 221 9,090-3- 12,120-442 Table 9.5B Allowable Loads & Roof Areas Over Posts for IYletal to Ixletal, Beam to Upright Bolt Connections Enclosed Structures (a) 35.53 #/SF Fastener di,-- min. edge distance min. ctr. to ctr No. of Fasteners I Roof Area SF) 1 I Area 2 / Area 31 Area 4-I Area 1/4" 1/ 2- 5/8" 1,454 - 41 2,908 - 82 4,362 - 125 5,819 - 164 5116" 3I8" 7/ 8" 1,894 - 53 3,788 - 107 5,682 - 160. 7,576 - 213 3/8" 314' 1" 2,272 - 64 4,544 - 128 6,816 - 192 9.088. 256 112" 1" 1- 1/4" 3,030 -85 6,060 - 171 9,090 - 256 12,120 - 341 Notes for Tables 9.5A, B: 1. Tables 9.5 A & B are basedon 3 second windgusts at,120 MPH; Exposure "B"; 1.= 1,0. 2. Minimum spacing is 2-1/2d O.C. for screws & bolts and 3d O.C. for rivets.. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than-Sd Edge Distance- Allowable Mufti Load liars Tension I Shear 12d 1.25 lid 1.21 10d 1.18 2. 00 9d 1.14 1. 80 8d 1.11 1. 60 1.08 1.40 PLL7d 6d 1.041.20 5d 1.00 1 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF) tFnr Wind Reainnc nth" r than 19n MPH I Icu (:nnvarcinn Tahl" at Fnttnm of thic n nut CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 2644 - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF 1l4"a 1.1/ 2" 396#-14 SF 792#-29. SF 1188#-43 SF 1584#-58 SF 2-1/2" 660# - 24 SF: 1320#.- 48 SF 1980# - 72 SF, 2640# - 96 SF' 1" 312# -.11 SF 624# - 23 SF 936# - 34 SF 1248#.- 46 SF 5/16"o 1- 1/2-. 468# - 17 SF 936# - 34 SF 1404# -51 SF 1872# - 68 SF 2-1/2" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# - 114 SF 1- 356# - 13 SF 712# -26 SF 1068# - 39 SF 1424# - 52 SF. 3/8"0 1. 1/2" 534# - 19 SF 1068# - 39 SF 1602#- 58 SF. 2136#- 78 SF 2-1/2" 890#- 32 SF 1780# - 65 SF 267Q#-97 SF 3560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4.. TYPE OF FASTENER Quick Set" Concrete Screw (Rawl Zamac Nailln or E"uivalent) 1/4"o _, ,:,., ,A 112 • .;•:. 273#-_10 SF-: 546#-20 SF.` 819#-305F 1.1092#-40.SF 2 1 316# - 12 SF 632# - 23 SF 948# - 35 SF 1264# - 46 SF TWS TVSTIWER =:Concrete Screw ( Rawl Tapper or Equivalent).. 3/16"o 4" 288# -11 SSF546# 21 SSF 4##321SF 15#2# -.42SF F771 31#-14 1-27F •11-F1.3/4 14-54SF1.114" 1 365#- 13SF 730#-27 SF1095#-4o SF 1460#-53SF 1-3/4" 427#- 16 SF 854#-31 SF 1281#-47 SF 17084.62 SF 3/8"e 1. 112" 1 511# - 19 SF 1022# - 37 SF 1533# - 56 SF 2044# - 75 SF 1.314" 1 703# _ 26 SF. 1406# - 51 SF 1 2109# - 77 SF 1 2812# - 103 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) 3/8"o 2- 1/2" 1050# - 38 SF 2100# - 77 SF- 311 -115 SF 4200# - 153 SF 3-1 /2" 1575# - 57 SF 3150# - 115 SF 4725# - 172 SF 6300# - 230 SF 1/2"o 1 3" 1 1399#,- 51 SF 1 2798# -102 SFJ 4197# - 153.SF 5596#- 204 SF 5"1 2332#- 85 SF 14664# - 170 SFJ 6996# - 255 SF 9328# - 340 SF Note: WIND LOAD CONVERSION TABLE: 1. The minimum distance from the edge of the For Wind Zones/Regions other than 121 MPH concrete,to the concrete anchor and spacing (Tables Shown), : betweenanchors shall not be less than Sd where multiply allowable loads and roof areas by thed is the anrhordiameter. conversion factor. - 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms (MWFRS); I = 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Suonort WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26. 6 1. 01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130. 32-2 0.92 140-1 37.3 0. 86' 140-2- 3Z3 0.86 150 42.8. 0.80 - w0 Metal to Plywood 112" 4 ply.. 5/8" 4 ply 1 3/4" 4plyShear Ibs.) PuIIDut lb..) Shear Obs.) Pull Out Ibs.) Shear lbs.) Pull Out be.) 893 48 113 S9 13471 10100 P.1 55 120 6914178 2 118 71 131 - 78 143 94 14 t32 70 145 88 1 157 105 Tahln Q 7 Aluminum Rivets with Alnmimlm nrSteel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension n(ibs.) n Shear Tensionjibs.) Shear118" 129 176 210 325 5132" 187 263 1 340 490 3116" 262 375 1 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Wails, Uprights, Carrier Beams, or Other Connections 120 mph " C"Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" C--- "„""_ MaximumScrew / Anchor Size Max Size of Beam. Upright Attachment Type SizeDescription To Wall g To Upright IBeam 0 - 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 U-channel 1-1/2" z 1-1/2" x 1-1/2" x 0.125" 1/2" 14 2" x 6" x 0. 072' U-channel 1"x 2-1/8'x 1"x 0.050" - 5/16' 5116 2".x 8" x 0. 072" Angle 1" x 1" x 1/8' (0.125") 3/16" 12 2" x 10" x 0. 072" Angle 1-1/2'x 1-1/2" 1/16"(0.062") 1/4' 12 2" x 7"x 0. 072" Angle1-1/2" x 1-1/2" 3/16"(0.188') 1/4" 14 2" x 10' x 0. 072" Angle 1-112" x 1-1/2"1/8"(0.062") 1/4- 14 2" x 7" x 0. 072" Angle1-314" x 1-314" x 1/8"(0.125") 114" 14 2" x 10" x 0. 072" Uthannel 1-3/4" x 1-314" x 1-3/4" x 1/8' 318" 14 2" x 10" x.0. 072" Angle 2" x2" x 0.093' 3/8' 318" 2" x 10" x 0. 072" Angle 2' x 2' x 1/8"(0.125") 5/16' 5/16" 2". x 10" x 0. 072'• Angle 2" x2' x 3/16"(0.313'') 1/2' 7/2" 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 thanthe Uprightwall 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 a channel angle should be place on the inside of the connection If possible. Table 9. 3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # 1 SF) IFnr Wind Raninne nth- than 19n MPH H- r'.nnv"reinn Tahl" ar R,.fen... CONNECTING TO: WOOD for PARTIALLY. ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 - 1- 264# - 7 SF 528# - 15 SF 792# - 22 SF 1056# - 30 SF 114"o 1-112" 396# - 11 SF 792# - 22 SF 118a# - 33 SF 1584# - 45 SF 2-1/2" 660# -19 SF 1320# -37 SF 1980# -56 SF 2640# - 74 SF. 1" 312# - 9 SF 624# - 18 SF 936# - 26 SF 1248# - 35 SF 5/16"o 1-112" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF 2-112" 780# - 22 SF 1560# - 44 SF 2340#- 66 SF 3120# - 88 SF 1" 356# - 10 SF 712# - 20 SFF. 1068# - 30 SF. 1424# - 40 SF 318"o 1?112" 534# -- 15 SF 1068# -. 30 SF 1602# - 45 SF 2136# - 60 SF 2-112" 1 890# -25 SF' 178010- 50 SF 2670# - 75 SF 3560# - 100 SF CONNECTING TO: CONCRETE [Min. 2, 500 psiJ for PARTIALLY ENCLOSED BuildingsFastener DtameterLength of -. Embedment Number of Fasteners - 1 2 1 , 3 1 4 PE OF FASTENER Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) ' 114"0. 1-1/2"- 233#-8SF • 466-.217S 99##- 93#34 SF' 2.. 10 SF 40#- 10 1270# SFF, PE OF FASTENER Concrete Screw (Rawl T. per or Equivalent 3116"o 1-1/2" 246# - 7 SF 492# -14 SF 738# - 21 SF 984# %28 SF 1-314" 317#-9 SF F 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# - 26 SF 1395# - 39 SF 1860# - 52 SF 3/8"o 1-1/2" 437# - 12 SF 874# = 25 SF 1311# - 37 SF 17489 - 49 SF 1-314"- 601#-17 SF 1202#- 34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER Expansion Bolts (Rawl power Bolt or Equivalent) 3/8"e 2-112" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820q - 136 SF 3-112" 1303# - 37 SF2606# - 73 SF 3909# - 110 SF 5212# - 147 SF 1/2"o 3". ` 1806# - 51 SF 3612# - 102 SF 5418# - 152 SF 7224# - 203 SF 5" 1993# - 56.SF' 3986# - 112 SF 5979# - 168. SF 7972# - 224 SF Note: t. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchorsshall not be less than 5d where d is the anchor diameter. 2. Allowable loads have been increased by 1.33 for wind loading. 3. Allowableroof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) I = 1. 00 WIND LOAD CONVERSION TABLE: For Wind Zones/ Regions other than 120 MPH Tables Shown), multiply allowable loads and roof areas by the conversion factor. WINDREGION APPLIED LOAD CONVERSION FACTOR 100 . 25 1. 22 110 30 1. 11 120 35 1. 03 123 37 1. 00 130 - 42 0. 94 140-1&2 48 0.88 150 56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection- Extrusions Wall Metal Upright Concrete Wood 2" x 10" 114" 14 1/4' 114" 2" x 9" 114" 14 1/4" 114" 2" x 8- 1/4" 12 1/ 4" --- 12. 2" x 7" 3116" 10 3/16" 10 2" x 6". or less 3/16" 8 3/16" 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 0 12 14" 5116" 3/8" 8 1.00 0 0.58 0. 46 0.27 0.21910• 0.800. w2.. 0.72 0. 57 0.33 0. 26 12, 0.58 F', 1.000. 78 OAS 0.36 14 0:46' 7 0.78 1. 00 0.59 ' 0.46 5116" - 0.273 0.46 0.59 1.00 0.79 3/B" 0.216 0.36 0. 58 0.79 1.00 Alternative Anchor Selection Factors for Anchor I Screw Sizes Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor Size 3116" 1/4" 318" 3116" 1.00 0.83 0.50 1/4"C 0.83 1 1. 00 0.59 3/8- 0.50 1 0.59 1.00 Dyne Bolts and, 2.114" embedment respectively) Anchor Size 3116" 112" 3116"-,1.00 J0. 46 Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even r of screws. Example: . If (10) #8 screws are required, the number of #10 screws desired is: 0.8x 10=(8)#10 - m m O 3 Za OLL ti z y w G_ So Qz NO o¢ OLLz¢ rr o S 5 J Z O Q H o w u liQ N 0 ZZ 0Ur of Zw m N JLULLJ u W W Z U' J c1 UJ W S U) U Z LU rn o N 5 LL Hco w.=Z. U g Q N Z z EL W W o Z) CO Z W Z Q o WOw JQ o H H o N O S 7 Z_ tr 1Lor OLL Wro O: C7 2WZ_ 0Z W OLL Q_ OJEN"' ASHEETU) 12K 08- 12-2010 OF 0 4 m Q. Z K W z_ Z W F Z Z Z to 120 THIS INSTRUMENT PREPARED BY: 1 II0i10Qll11l1llill8lll1llal llollIIII 011.1i>ili) Name: " Superior Aluminum I Address: 3005 Forsyth Road RETURN IRYiiI t tIRSE, CLERK OF CIRCUIT Ci7 Winter Park, FL 32792 - SEINE COLWY State of Florida PK 07495 Pj 00611 (lpg) CLERK' S # 2016142360 RECIMRDED 121131610 11:0011 PA 5 10.00 NOTICE OF COMME C T sa;th Permit Number Parcel ID Number (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) C GENERAL DESCRIPTION OF IMPROVEMENT 2p u1t-C S C (e-EN6Y)M D N EY, 6-PV1, 5 L A G OWNER INFORMATION Name and address: C(Z-AZ : Fri OE S I b ( Me -TT c) Ve S Pcti r, Name and address of Fee Simple Title Holder (if other than owner) : CONTRACTOR Name and address: Superior Aluminum Installations, Inc. 0 3005 Forsyth Road Winter Park FL 32792 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be:served as provided, by Section 713.13(1)(b), Florida Statutes. Name and address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER:: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER,713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE . OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE .JOB SITE. BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, 'CONSULT WITH YOUR LENDER OR AN , ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF Florida COUNTY OF OWNERS, SIGNATURE OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) (g), owner'.must sign...... and no one else may be O—RlrTittedto sign in his.or her stead." The foregoing instrument was acknowledged before me this P.yof , 2 W is-, ew%( ally known to me Name of person making statement OR who has produced -identification type o identi ficonrod uced4: VERIFICATION; PURSUANT TO SECTION 91525, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY,,I DECLARE THAT I HAVE READ THE FOREGOING AND THA FACTS STATED IN IT ARE TRU TO THEE BEST OF MY KNOWLEDGE AND BELIEF: i L/%t/y' c • f e- Le, SIGNATURE OF NATURAL PERSON SIGNING ABOVE NOTARY, PLBI,;C..S1'Aj, C)r FLORIDA 3assieSantiago14issiOn # DD915546 z Expires: AUG, 13, 2013 BONDID THRU ATLtYnC BONDD;G CO., LYC.