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144 Gleason Cove - BR08-000694 (SCREEN PORCH) DOCUMENTSF_ CITY OF SANFORD , APPLICATION Application # . ` W 1 4 Submittal Date: 2fO d Job Address: I / G LC A 90 N (:!60 E Value of Work: $ ! 40 eg ^e t Parcel ID: Zonitttg: Historic District: 6 Description of Work: E ` f9 l l!t t Square Footage: % 7 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines PIumbing/New Residential: # of Water Closets Plumbing Repair — Residential Commercial Occupancy Type: Residential Commercial Industrial Occupancy Use Group(s): Construction Type: # of Stories: _ # of Dwelling Units: Flood Zone: (FEMA form required) r Property Owner:A' 1 ? t U 11Z 1 Contractor: Address: 6 /V V Address: Phone:Ifdl I" d2-gVS E-mail: Phone: State License Number: Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I 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 applicablelaws 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. I Z oB Sign re of ner Agent ate Signature of Contractor/Agent Date A, 4- ( P / n 0 2-, fJ Z Owner/ A ent's x ett1mrti/ Print Contractor/Agent's Name ignature ofllbtaT--staR' of f'IQPiftr_' ;dam oe m. o c C'07298 i' T•°dam e>7 Owner/ Agen 9 POD w or Produced • .. U. • \\ 87i S -v- s-; APPROVALS: ZONING: I0 UTIL: Contractor/ Agent is c 1 _ Produced ID _ Date Signature of Notary -State of Florida Date Personally Known to Me or BLD ` Special Conditions: Oil V- , f\51,0 -,A, 0o LL-1, (;)Ac rri to FD: ENG: Rev 07.07 ©t/ OWNER BUILDER i,TrM E i 1 DAVITq Altamonte Springs, Casseiberry, Lake Mary, Longwood, Oviedo, Sanford, Seminole County, Winer Springs Florida Statutes are quoted here in part for your information to indicate the authority for exemptions for homeowners from qualifying as contractors and to express any applicable restrictions and responsibilities. OWNERS MUST PERSONALLY APPEAR AT THE BUILDING DIVISION TO SIGN THIS DOCUMENT FSS 489.103 Disclosure Statement State Law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $75,000. The building or residence must be for your own use or occupancy. It ;may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within 1 year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervision work to a licensed contractor who is not licensed to perform the work being done. Any person working on .your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. BY SIGNING THIS STATEMENT, 1 ATTEST THAT: (Initial to the left of each statement) I`:UNDERSTAND AND AGREE TO THE EXEMPTION PROVISIONS OF FLORIDA STATUTES 489.103 V AS LISTED ABOVE. Q- I;HAVE ACCESS TO THE ADOPTED CODES. IAM FAMILIAR WITH THE CODE PROVISIONS. I( HAVE ADEQUATE KNOWLEDGE AND QUALIFICATIONS TO SAFELY PERFORM AND DIRECTLY SUPERVISE THE WORK. THIS PROPERTY IS NOT AN APARTMENT, CONDOMINIUM OR RENTAL PROPERTY. THIS STRUCTURE IS NOT BEING BUILT WITH MY INTENTION TO SELL, RENT, OR LEASE. U I UNDERSTAND THAT THERE IS NOT STATED A TIME FRAME TO SELL, RENT OR LEASE AN WNER BUILDER STRUCTURE WITHOUT BEING INVESTIGATED. O 31 UNDERSTAND THAT FOR ANY UN-LICENSEDPERSON I HIRE, I MUST DEDUCT F.I.C.A., I,. WITHHOLDING TAX, AND PROVIDE WORKERS'COMPENSATION INSURANCE. I Property Address: 1+4 (f— &Ck w) &Ve- I, (4 l! 0 0) rzZ , do hereby state that I am qualified and capable of performing the requested construction involved with the permit application filed. Signature sic; Date DZFormofIdentification - t be Ph'ltcxtD) o #U:1'07298 ,V A violation of this exemX a mj,40emea f the first degree punishable by a term of imprisonment not exceeding 1 year and 0' fillie ir,>tion to any civil penalties. In addition, the local permitting jurisdiction shall withhold fi1v`pgt,a,. Trke the permit, or pursue any action or remedy for unlicensed activity against the owner and yiglri't performing work that requires licensure under the permit issued. Rev. 4/20/07) Seminole County Property Appraiser Get Parcel Number Page 1 of 1 PARCEL, DETAIL DAVID JOHNsom'4.CFAA, ASA SENIINOLE 66UNTY FL 1101 E FIRST,ST 5ANF03i0;. FL 3=1-1468 6407 -65-'i506 2008 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 1 Parcel Id: 02-20-30-523-0000-1060 Depreciated Bldg Value: $137,207 Owner: ORTIZ ALIPIO & ELENA Depreciated EXFT Value: $0 Mailing Address: 144 GLEASON CV Land Value (Market): $28,000 City,State,ZipCode: SANFORD FL 32773 Land Value Ag: $0 Property Address: 144 GLEASON CV SANFORD 32773 Just/Market Value: $165,207 Subdivision Name: PLACID WOODS PH 2 Assessed Value (SOH): $165,207 Tax District: S1-SANFORD Exempt Value: $25,000 Exemptions: 00-HOMESTEAD (2008) Taxable Value: $140,207 Dor: 01-SINGLE FAMILY Tax Estimator Tax Reform Calculator SALES Deed Date Book Page Amount Vac/Imp Qualified 2007 VALUE SUMMARY WARRANTY DEED 03/2004 05249 0438 $130,000 Improved Yes 2007 Tax Bill Amount: $3,215 WARRANTY DEED 04/2003 04813 1207 $108,000 Improved Yes 2007 Taxable Value: $172,304 SPECIAL 02/2001 04020 0031 $90,100 Improved Yes DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick LJ Method Units Price Value LOT 106 PLACID WOODS PH 2 PB 58 PGS 4- LOT 0 0 1.000 28,000.00 $28,000 6 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid ValueNumBitSFSFSF New. 1 SINGLE 2001 6 1,292 1,680 1,292 CB/STUCCO $137,207 $141,816FAMILYFINISH Appendage / Sgft OPEN PORCH FINISHED / 8 Appendage j Sgft GARAGE FINISHED / 380 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits NOTE:. Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property our next ear's property tax will be based on Just/Market value. http://www. scpafl. org/web/re_web. seminole_county_title?parcel=02203 0523 00001060&c... 1 /22/2008 Permit No. Parcel ID: S L. 3 U S 3 l ZI h State of Florida County of Seminole 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. 1. Description of property: (legal description of the property and street address if CERTIFIED COPY F2` AIV111E MORSE R OF -CIRCUIT COURT uv available) l3 N G 2. General description of improvement: T 3. Owner Information 2 a. Name and address: P-L(JLD /Z7Z3 b. Interest in. property: c. Name and address of fee simple titleholder (if other than owner) 4. Contractor. a. Name and address b Phone Number: U`J MARYANNE.MURSEI CLERK OF CIRCUIT CUUNT OK 0f %.11 flg 0906{ Opq) 5. Surety CL.E RK ° S # 20080 I;=624.i a. Name and address: b. Amount of bond $ RECORDING FEES 10.00 c. Phone Number: RELOHM0 BY c in ey 6. Lender a. Name and address: b. Phone Number: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents maybe served as provided by Section 7 13. l3(1)(a)7., Florida Statutes: a. Name and address: b. Phone Number: 8. In addition to himself or herself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section.713.13(1) (b), Florida Statutes: a. Name and address: b. Phone Number: 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTINCE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN 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 COMMENCING WORK OR RECORDING YOUR NOTICE OF CO C1 MEN Signature of Owner or 0 r's. Authorized Officer/Director/Partner/Manager Signatory's Title/Office _ The foregoing instrument was acknowledged before me this 2 2 day of -j R "j4 , 206 ' by name of person) as (type of authority ...e.g. officer, trustee, attorney in name of party on behalf of whom instrument was executed). gnatu e oY-Notary st'q. tt..aepj"6manv ommis ion ExpiremssComon #1)1)3236 Expires: Jul 25, 2008 r{ Bonded Thru fao is Bonding Co., Im. MIS INSTRUMENT PREPARED BY. NAME Z--I U Di'l AaaR.l f S, c U kin OFFICE Permit #: Project Name: " 08-694 1 Screen Room w/ composite roof panels j Address: I 144 Gleason Cove J Plans Reviewed By: Richard Denman 01/30/2008 407.330.5656 The Permit Is Subject To The Folio vang Comments THE FOLLOWING ARE STANDARD COMMENTS: Notice: In addition to the requirements of the Permit, there may be additional restrictions 11 applicable to this property that may found in the Public Records of this County and 11 there may be additional Permits required from other Governmental entities such as Water Management Districts, State Agencies or Federal Agencies. I. Any connections that may be hidden during the installation shall be inspected prior to covering. 2. Inspections shall not be given unless the Approved Plansliand Permit are posted in a prominent location and protected from against the elements until all, inspections are complete. 3. All permits require final inspection. Failure to do so may result in charges being filed with the Department of Business And Professional Regulation. 4. Permits shall expire if work has not begun within six month of date of issuance. 5. All 2004 Florida Building Codes are to be complied w h. WARNING TO OWNER: YOUR FAILURE I TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU .INTEND TO OBTAIN FINANCING, CONSULT YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR. NOTICE OF COMMENCEMENT. SECTION .713.135 Fl11 ORIDA STATUTES. PERMIT WE Legal De scriPtiO'l of 106, PLACID fI'Ut?DS AHASE Pale (s e 6ittf tile11 PL bloc lereof, as recorded its Plat Book 58, S _ records of Senlinol" COU17ty, FL, Onlmutlity nuniber: 120289 panel: 0045Suffix: E F.Mllf. Date: 4/1711995 Flood Za1te: lDateoffeldwork: 3/9/?004 Co»1p1cKion Date: 3/1 p!2004 Certified to. 41ipio Ortiz; Elene tVel r1 rnrQ II +t eTC 1tFirst1for age.its' st cce.ssor Insurance Co4. rNpiamanchor assigns. bb s err , r.r W. S t_ a sit Y i w e i t CL) f?VE TABLE NO. RADIUS DELTA ARC TANGENT CHORD CHORDEARING 1 19J0.08' 0•W1"37' 17.+5' 8.88' 2 1930-08, ODJ3'10' 18.62' 9.'' 18.62' S.34'J6'S8W JSCALE: 1" = 30' N. 34.21 '09 E. 22. 1 T ' f7P }/ 4' PIP 114' 10'UE LS 2005 LS 2005 LOT r-- i +_- !06 e 1 3o.0' W oa J 5 n CNE STORY ui RLTIDENCE 144 h LOT 107 LOT 105 O u1 sh o vi s 6 i XOM RP 1/4 - ORrvi to UE HP 1/a' LS 2005 2005 2l q4D S.34'21'09"W. t fix» 22, 11 ' o reason Cove Property Address: 50'RjM 144 Gleason Cove Sanford, FL 32773 Survetr number: SL 30935 LEGEND J!,' i- Wood Fence CATV Cable Riser x- x• Wire Fence W.M. Water Meter N.T.S. hot!'' Scale t: rENERALNOTES RV. Fomrd Nah TEL. Telephone Facilities O-F.. off :tal Recrac . 2. dal provided not PropertyCotnerlCoveredAxesO.R.B. iftcial Records Book Th.LeaI 2 thelendEshownheraoa were not ebetrankd for easements or other recordod eouunMerwea not shown reabRReeorel Flald Meaavred B.R. Hearing Reference chord P. C. P P.R. - 1 Permanent Control Poi i Permanent Reforener, ::: unutntnt shovm oa the plv_ 3. U d.,gry pd F MSt nf ,lP (4tltiafS. feUSLitIM4N OY O71WI trilprOVefatatl ,VLrC L' M10.:aTrd 14 ClearV•+. RAD Radtal rC Page nes an, a rho Ease c1 the cat" 5, polyviyihleenrroa:lonentF i[Matea. f, OnlyENCREneroaeha eat N.R. Non Radial P`: to, Pavernont a. No ideodilcanon ftad an r,operty corners unless noted. Centerline WC Air Coaditioner P.t3 1,2 A Plat Book Point of Bekirudllg Dimenions abowa are plat sad nens ued enkes otl"rsi t no!ed. 3 nlc+ a ors if dbaw at tissed apon N,G.v.D 1929 untedy 0tao11, se roted. L;7 Concrete B.M. Bextab M mrk P.O. 0 Point of Comw,,ncemert 9. Adjoining lob ate wtthia the•.sawe block, udoss otherv, R C.M. Property Lane Concrete Monument C. i= Q Calculated Block Wall Cents'. AnYle• T` P.O. L P.C. Poin' un L•ine lloiut of C.tirva:we 10. This 6 an AS417ILT gt AVXY mtleae nth ,x +,ot I Not valid uoteu sealbd with the sigaina.ivoy on stcd aS. Flo,d zone detennu.»ena aze Provide y a c nosy Illy, as are deriv be, so,acca F.I. R. Found lror. Rod a Point Reveise L-lW , lire w d vey rc TW, inform m sho not a tali on for cc F.LP Found Iron Pipe D.B. nook P.R.C. of avulabla e su sad may diifnl iron: informs i.+n par teled orb . - R!W Right Of Way Description or Otcd P.T. R. Point of` Tangare.y RsJias jtAdial1 puiVoses, 13. L. A. 7t311 N&D Vail & Disk D.H Drill Hole R 0. 2 Roof Overhaug, Easement JAeexLy cer+tty :hurtki rtnvvv s a lire an rornr , nF s 'at raj w ;)xPpa rd under D.E. Drainage lxamment D,'W Drive way Q.I. R. Set iron Rod & Cap my direcfien. O.E. utility r4setnew 33MT Easement FD Fonac Plat EL F.'%. Elevation FinisLedFloot L' w O.P. Sidewalk Top Of13ani: Auiphse-.rmo4 R+¢lstareeL+adSvrvmnrrta3+it p as t alt p: F C.M Found Concrete Monument TYP. " TyE ical Swerdloff & Long Siveying, Inc. Overhead 3tilities F. P:IC. Futxrd Parl_e::•-Kadon Nail W.C. Wixress Corner 39"sV3v111an trait, Suite 109, Lake Mary, F[.327Cf, rnvfh 10.05 Ex,dung P.levat•.on Voice 407.686.7631 Fax i07.688.7691 1-4AFAIS LIU I ilx T.\ LA 15 i 0 Ail bl, i y Rooms SITE EXPOSL."'tr - E"LUATION FORM Design Check List for Screen / Vinyl Rooms Ins action Guide For Carports and Screen Glass &Vinyl 1. Design Statement ' 1. Check the building permit for the following - Yes No —` — • — — These plans have b designed In accordance with the Aluminum Structures Design Manual by a. PennUardc& address . . ; . . .. • . . . . . . . . . . . .. . . . . . — — — — — — — — — — — — — r— •- Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 b.. Approved drawings and addendums as requirmd— Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part i-A & It A; Exposure c; Plot plan or survey . .. .: .. • . . . • •- -- B._ ory; _ or•D•__•; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher,120 d Notice of commencement — MPH or_MPH for 3 second wind gust velocity bad; Bask Wind Pressure _ Design Pis 2. Check the approved site specific drawings or shop drawings against the "AS I QUADRANT for Screen I VW Rooms can be found on page 3A-11; BUILT" structure for Yes No a. ' B• exposure = _PSF for Roofs & _PSF for WON$ : a. Swcture% length, projection. plan & height es shown on the plans — i EXPOSURE, b. - C exposure ' __.PSF for Roofs & _PSF for Walls b Beam sizes, span, spacirp"& aticithg screws (8 required) C. • D' exposure = PSF for Roofs & _PSF for Wah o. Purlin sizes, span & spadng — I Negative I.P.C. 0.18 d. Upright sizes, height. spacing & stitching screws (if required) For ' C- or *W exposure design bads, ,muldply"W exposure bads by factors In table 3A-C an page 31L a. Chair rall sixes, length & spacing . . . ....... . . .. .. . . . .. .. — Z. Host Structure Adequacy StatenranC f Knee braces are property Installed (tf regqulred) I have Inspected and verify that the host structure Is in good repair and sttachments made to the g. Roof panel sizes, length & thldmess . .... .. . . . . . .. . . — structure will be sold. 3. Check load bearing uprights 1 wags to dock for Yes No 1 a. Angle bracket size & thidotesa . . — — Phone, b. Correct number, size & spacing of fasteners to upright . .. .... . . ... . — I QUADRANT nr I @ I QUADRANT p Contractor I Authorized Rep` Name (please prinb) q Correct number. size & spacing of fasteners of angle to deck and sole plate I i---eov urn --i i d. Upright Is anchored to deck through, brick pavers then anchors alai go Uuough EXPOSURE + 4WI EXPOSURE. _ I I Date• pavers Into concrete . Contractor i Authorized Rep' Signature 4. Check the bad bearing beam to upright W. Yes No a. Receiver bracket, angle or receiving channel she & thickness I Q ~ s b. Number, size & spacing of enchore of beam to receiver or receiver to host structure L--raop — • — — — Job Name & Address c. Header attachment to host structure or beam . . . — I _ I Z U3 J CO) Note: Projection of room from host structure shall not exceed 10'. d. Roof panel attachment used rec framing or host structure . . . . — i ( t7 (LLI 1Z I Yes No o. tl angle brackets are used for freming oonnedbne check number. size & thldmeaa — — 3. Building Permit Application Package contains09 following: of fasteners . ... : aleb . .. .. . . • QUADRANTIll f. Posttobeamattakirrtentsto — l A. Pre jed name & address an plane . . i fQ J W B. Site plan or survey wkh ere baurelocation -- S. Check root panel system for Yes Na ( I W y. Z J C. contractots l Designer's name. address, phone number. & signature on plane — s Ressler bracket angle or receiving thermal strs & thidmess = _ EXPOSURE , I >7 Z ii O. Z b. Size, number & spacing of anchors of beam to receiver D. Site exposure forth completed .... , , ... G Header attachment to host stricture a baam : ( LU > N U) O E. Proposed project layout drawing Q IJW or 1N0' scale vfih the fallowing: d. Rod panel attachment to receiveror beam — 0 . N Q s 1. Plan view with hoststructure area d attachment, erteloskrre krng0> end • — Notes: i kwn U ` to W 3 projection from hod structure l--. J =t W p 2. Front and side elevation views with all dlmensbns & heights . .... .. . -- - _ j N 0 Z 3. Beam apart; spacing, & atze . :. - - NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD : U — C) Select beam size from appropriate 3A1 swift tabbe) SITE in F- Q Z U w 4. Upright height, spacing, & size ..... ... ... . — : SCALE: i1' - 12W ® U) Z Q LL v Select uprights from appropriate 3A2 series tables) Check Table 3A 3 for mMitrvun upright size) rn W 5 Chair is T b e3A 3 for minimum Spacingght .:. .. USING THE FOLLOWING CRITERIA. EVALUATE EACH QUADRANT AND MARK IT AS B, C, OR D tu EXPOSURE. •C OR Ty EXPOSURE IN ANY QUADRANT MAKE THE SiTE THAT EXPOSURE udt Z V O Select chair rags from appropriate3A.2 series tables) W N g z U 8. Knee braces length. bcallm & size . ............... . — EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,li00 FEET W ANY QUADRANT to N Beck Table 3A3 for knee brace size) 2. My IV EXPOSURE FOR GREATER THAN 600 FEET W ANY QUADRANT. J Z 4. Highlight detach from Aluminum Structures Devlin Manuel: Yes No y Q A. Beam & stalk, taG"'wl sizes, thickness. spacing. & spans I langthe. Indicate . 3. NO SHORT TERM CHANGES IN L 2 YEARS BEFORE SITE EVALUATION AND BUILD Section 3A tables used: OUT WITHIN &YEARS. SITE Wall BE V. Beam allowable span conversions from 120 MPH wind zone. 'Er Exposure to 4. FLAT. OPEN COUNTRY. GRASSLANDS. PONDS AND OCEAN OR SHORELWES W ell rL MPH wind zone and/or *C* kx -0' Exposure forbad width ANY QUADRANT FOR GREATER THAN 1,500 FEET. `u4S Look up span on 120 MPH table and apply the following Ib mule: EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND FROM THE SHORE O N Span 1 Height Required Span LINE AND ARE EXPOSED TO WIND FLOWING OVER WAFER FOR A DISTANCE OF Z 3t ; 120 MPH 1 ® MPH AT LEAST 1 MILE k' IJL b or d) x 1_ (b or k) x _(b or d) _ SiTE IS EXPOSURE i EVALUATED BY: DATE ao u j 6 g & Wind Zone AAuUlplar" _ J Exposure MuMP#-" v 0. LL SIGNATURE: LICENSEED B. Upright tables w/ sizes, lhklatess, spacing. & heights . . . . . Fables 3A.21, 3A2.2, or3A2.3) Upright or wall member allowable height i am converalons from 120 MPH w m wind zone. • B• Exposure to MPH wind zone and/or V Exposure for bad W $ p wldtft— " uT Look up span on 120 MPH table and apply the following fomarla V, PLANS RE EWEDa SpanIHeight RequiredSpanQ120MPHMPHbord) x_(bad)x_(bord)= z t3p za Zq Wind Zone Multiplier" Exposure MUftlpler" CITY J Ye: No SANFOpr pO C. Table 3A.3 with beam & upright combinallcn gapplicable . . . . .... U a D. Connection to be used such as: K I 1. Beam to upright . ..... ...... . . .... — W r 2. Beam to wall . . . . ... ..... . . .... . . .. . . . . . . . . , i Q 3 3. Seem tobeam .... . ......... ... — 47 4. Chair rap purMa, & kneebracestobeams & uprights . . .. PERNT- b. Extruded gutter connection . . .. . . . : . . . . . — HE3tf. U-dip, angles and/ or sole plate io deck . .. . -- -— DArE: E : Foundation. detail type &size . . — p Notes: 1 a u, Must have -attended Engineer's Continuing Education Class within the past two years, of O Approprlate muhipler from page 1. Y EDGE BEAM (SEE TABLES 3A.1.1 tL 3A.1.2) I General Notes and Speciflrations: LW FOR 1. Certain of the fol owI ng structures are designed to be manledtoiSke Built Block, wood frame or DCA Table 3A•B Conversion Factors MAX. approved Modular structures of adequate structural capacity. The contractor / tome owner shall verify for Over Hangs UPG that the host structure Is b1 good condition end of sufflrJerht strength to hold the pioposed addition. From exposuma -8-te exposun'C H. // EIGHT (h) 1• x T 2. It the home owner i contractor has a question about the host stucture, the owner (at his expense) shall hire an architect, engineer, or a cartiiled home Inspection company to verify host structure Capacity. 3. The structures designed using this section shall be linked to a maximum projection of 1V from the host structure. Freestanding structures shag be Ilmked to the maximum spans and size &nits of component parts. Larger than these tknks shall have site specific engYleerblg. 4. The following rules apply to attadhmada InvoMng mobtis and manufactured homes: to be placed adlacam to a mobile / manufactured home shall use `fourth wall construction'. MIN. 3-1/Y SLAB ON GRADE VARIES OR RAISED FOOTING FOR TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE FOOTNGS SEE DETAILS W1 SOLID ROOF TYP. FRONT VfEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF i' x Y PLATE TO BOTTOM OF WALL BEAM) rA a. Struchures ' LW LOAD WIDTH This applies to stilly sheds, carports. and I or other structures to be attached. FOR ROOF BEAM ALTERNATE CONNECTION ' b. "Fourth wag constructiorf' means the addition shall be free standing with only the roof flashing of the , I 'P/3' 'P/2 (SFASCIA ALLOWED W Conversion Table 3AJr (SEE SECTION 7 FOR DETAILS) 5 two untta being attached, The most common -fourth wag construction` Is a post 6 beam frerrro adjacent . Load Conversion Factors Based on Mean Roof Height from Exposure "8" to "C" i "D" SIZE BEAM AND UPRIGHTS to the mobile I manufactured tome. The same span tables can be used as for the front wall beam. For (SEE TABLES) O fourth wall beam use the carrier beam table. The post shag be atzed ecoofdkhg to this msmrel ardor as ume to ore to z a mh*num bs s 2' x 3' x 0.050' wgh an 18' x 2, x 0.044' knae trace a<esch and of the beam. c.It the mobile I nw0actured home manufacturer ceraries In Netting that the rnobtle home may be attached to, then a "fourth wall' ls NOT required. . S. Section 7 cordelne span tables and the atu dmwd details for pans and composite panels. 6, Screen wells between existing wage, floors, and ceilings are considered Me and shall be allowed and eh " be elected from the same tables as for other screen wage. MPH pllod Load Defection d sending h 45.8 tA1 1.02 47.1 1.01 1.01 3 1-W 1.00E2080.8 0.98 0,97 WA - 0.95 0.92 05.7 0 90 o.ae TaA 0.96 O.BO O.H F SOLID ROOF NO MAXIMUM / Q ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG. s VAR VARIES LW - LOAD WIDTH Z to U3 heights e s . I ) 0 Z Use IsrW mean roof hellf t of host structure orendowns - - It 7VARIES -- °W Z 0 7. When using TEK screws In Lau of S.M.S., longer screws must be used to compensated for trig head- values ore from ASCE-02 NOTES: X B. For high vat ocity hurricane zones the minkman Me bad I eppgad bad shall be W PSF. 1. ANCHOR 11 x 2' OPEN BACK EXTRUSION W/ 1 /4• x 2.114' CONCRETE FASTENER MAX OF 2-0' O.C. p J Ui 9. AA specified anchors are based on an enclosed building with a 1G projection and a 2 over tang far UP to a AND HE IN O EACH SIDE OF UPRIGHT ANCHOR 1' x 2' TO WOOD WALL WI #to x AND S M.S. N U W Z Q M wind velocity of 12D MPH WASHERS OR #10 z 2-1/2' WASHER HEADED SCREWS O.C.. ANCHOR BEAM AND COLUMN 0 , t d 0INTERNALLYORWIANCHORCLIPSAND (2) #8 SCREWS W/ WASHERS EACH POINT OF y 10. Spans may be interpolated between values but not extrapolated outside values. CONNECTION ( fjj oil en t= W 11. For Design Check list end Inspection Gulden for Sheen, Acrylic 3 Vk»4 Rooms, see Appendix (Section 1D). 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF PR OR Pl2 + O.H. It U M DIDW a 12. When notes refer to screen rooms, they shall apply to a rylc I vkhyl rooms also. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A 1.3 5. o 13 AD gutter systems m nvhldt the back of the guitar ls at a above the pan cub or above the top surface of a 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING U } O 04 2 CONVERSION: composite panel roof shall have a minimum 2• diameter hole, an gutter and caps or attemate water retlef 100 -123 130 140 150 w Q V N ul ` ti the #8 #10 #12 #12 K 1-- Wgutter. P 8 a14. AD aluminum extrusions shell meet the strength requirements of ASTM B221 after powder costknp OUj t6. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint Is applied. Example TYPICAL SCREEN ROOM Z LU e a 6063-T6 after heal treatment and paint pmoess SCALE: 11W -1'4r g Z 8 g 16. Framing systems and room additions using this section of the manual comply wl requkwnwft of the AAMA x U) N u M NPEA / NSA 2100.2 for category 1. It. & III sunrooms. no-4abkable and uncordhioned t O INTERIOR BEAM J General Notes and Specifications for Section 3A Tables: ( SEE TABLES 3At.3) Hoer STRUCTURE OR op ' FOURTH WALL FRAME The structures designed for Section 3A we solid roofs with screen or vinyl wags and are considered to be enclosed U structures designed to be married to an existing strurxhura PANS OR PANELS IL re SS The design wind bads used for screen S vinyl rooms are iron Chapter 20 of the 2004 Florida Building Code w/ 2006 Supplements. The bads assume a mean roof height of lose then 30 ; roof slope of 0'.to 2D% 1= 0.87 for 100 MPH zone. I H • ALUMINUM ROOF SYSTEM PER SECTION 7 ? 0.77 for 110 MPH and higher zones. AN bIn arebasedon20120screenorlarger. All pressures shown she below l R table are In PSF (#ISF). Negative Internal pressure Coefficient is 0.11i for enclosed structures. CARRIER W CARRIER BEAM POST W ^J (9 ¢ 5 Anchors for composite panel roof systems were computed on a bad width of III and I V projection with a 7 oveltOV. O Any greeter bad wkfgl shag be ate spat fie d _ L g All framing components are considered to be 6063-T8.6lloy. For components of OWS-TS and 6081-TS MUMPly Spans 2-14-2007 C ' f by 1.13. _ m :I ^ o a Section 3A Design Loads Screen. Acrylic & Vinyl Rooms m for Sto :f z TYPICAL SLOPED SOLID ROOF ENCLOSURE - PURSUANT lolls of THE FLORID DEPARTMENT of _ W to o HIGHWAY SAFETYY & 6M MOTOR VEHICLESDIVISION OF MOTOR SCALE N. T.S. DETAILS,VEHiSRULE ANCHORING AND OTHER SPECIFICTABLES. EATK)NS AREC _ 2. THE SPAN Bsele screen Over Hang - - - - - - - - - - - - wind 8 I lice Ali Roofs ALUMINUM ROOF SYSTEM pressure Rear waleHOSTSTRUCTUREOR DESIGNED TO BE MARRIED TO CONVENTIONALLY 100 MPH 13. 0 10.0 12.0 46s PER SECTION 7 FOURTH WALL FRAME CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND 110 MPH 14. 0 11.0 13.0 47.1 - -- - tto evil 17A 13A 15A sea USE BEAM TO WALL DETAIL MOBILE HOMES CONSTRUCTED AFTER 1984. ;Sat- 150EET 123 MPH 18A 13.3 15.9. 50.8 .130 MPH 2O. 0 15.o 14.0 568 -RIDGE BEAM23.0 17.021.1 65.7 (SEE TABLES 3A• 1.4) THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE 23.0 : 17A 24.0 657 BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA 26.0 20A 20.0 7s 4 BUILDING CODE 2004 EDi ION W/ 2D06 SUPPLEMENTS: Note Framing syslemn of screen, vin)l-and glass roans tie considered to be main frame mslalenca components. To convert theabove loode tom Exposure'li' to EVosurasC' or9' "a Table 3A-C nett pegs.Table 3A-A Conversion Factors for Screen a Vinyl RoomsFrom 120 MPH windZonetoOthers, Exposlmr'B'Roof Walls Wind Zona APPOed Lead Dsneetlon Banding Applied d Deflection BendimngJDB NAME:_ MPH (#Is" (d -- d 100 10.0 1.09 1A4 -. Ize 1.08 h1.1 - _ _ ADDRESS: lull 11A1A6 1. 09.. 13.8- 1.05 - 120 13.0 1.00 1.00 15.0 1.00 123 113 0, 99 - Q99 15.9 0.98 TYPICAL GABLE SOLID ROOF ENCLOSUREo130 1s.0.0.96 0.93 12.0 0.94 SCALE: N.T.S. O140.1ez tt.0 - os1 0.87 21,0 o.e9 DRAWING FOR ONE PERMIT ONLY 2006 OFA 0.87 08124.0 0.85 I Non Roof Haight' Load - conversion Fsew span wkwl r Lod Conversion Fedor Span Multiplier Rendirg I Deflection sending I Deraeson 1 1 0. 1 0.9411 1.47 8a 1S- 0.88 0.92 1.54 0.01 1 0.87 20•-24 1. 34 0.86 0.91' 1.60 0.79 0.06 25• - 30' 1. 40 0.85 ee 1.66 0.76 0.65. 30'.40• 1. 37 - 0AS 0.90 101 0.19 0.85 PANEL OR HOST STRUG I UKAL FRAMING 4) #8 x 11Y S.M.S. EACHSIDE OF POST 1x2TOP RAIL FOR SIDE ONLY OR MIN. FRONT WALLS \ WALL 2 x 2 ATTACHED TO POST WI 1' x 1' x 2" ANGLE EACH SIDE OF POST 24- U.U. Iwnx 1 r ' RECEIVING CHANNEL - - SIDES MIN. 3-1/r SLAB 2500 PSI r CONO. B x 6 -10 x 10 W.W.M, CONCRETE ANCHOR OR FIBER MESH •!. (PER TABLE) PERMIN. IN CONCRETE HEADER ATTACHED TO POST VAPOR BARRIER UNDER 2' x 2' OR 2' x 3" HOLLOW WI MIN. (3) #10 x'I-I lr S.M.S. IN SCREW BOSSES , CLIPS CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 INTERNAL OR EXTERNAL %f J' I: CLIP OR 'U'CHANNEL CHAIR SCALE: 2' T 0' !/ )Ij RAILATTACHEDTOPOSTWIGIRTANDKICKPLATE2" x 2' 2" x 2' 2' x 3.OR 3' x 2' MIN. ( 4)#10 S.M.S. HOLLOW RAO. J f HOLLOW (SEE SPAN TABLES) 1 1' x 2-118' x 1 U-CHANNEL OR Z" x Z' OR 2' x 3' POST RECEIVING CHANNEL / FOR SNAP EXTRUSIONS GIRT GIRT OR CHAIR RAIL AND KICK t/3 8x9/16' TEK SCREWS BOTH %_ ATTACHED TO POST WITH z PLATE 2'x 2' x 0.0 W MIN. 0 HOLLOW RAIL SIDES / MIN. (3) #10 x 1/2' 3.M.3. IN g O F-- SCREW BOSSES Z O IZ ANCHOR 1 x 2 PLATE TO i x 2 OR 2 x 2 ATTACHED TO 45' 0 CO M CONCRETE WITH 114" x 2-1/T' BOTTOM Wf 1' x 1' x r x 1/16" ANCHOR RECEIVING CHANNEL CONCRETE ANCHORS WITHIN 0.0ANGLE CUPS EACH TO CONCRETE W/ FASTENER 98 x 9/16' TEK SCREWS BOTH -i B' OF EACH SIDE OF EACH SIDE AND M IN. (4) #10 x 112' SIDES 1 x 2' OPEN BAC< BOTTOM La - a ZO ; PER TABLE) WITHIN 8' OF LU POST AT 24' O.C. MAX OR S.M.S. EACH SIDE OF EACH POST 0 1' x 2-1f8' x 1' U-CHANNEL OR POST ATTACHED TO BOTTOM W W THROUGH ANGLE . 24' O.C. 24' O.C.; MAX % RECEIVING CHANNEL WI MIN. (3)#10 x 1.1/T d MAX 1" x 2' x 0.032" MIN. OPEN BACK / S.M.S. IN SCREW BOSSES u ? (1 M o Ipll, MIN. 3- 11r SLAB 25M PSI — EXTRUSION MIN. 3-IW SLAB 25M PSI ® ® 5 Z 04 xp 8 CONC. B x e -10 x 10 W.W.M. •• , CONC. 6 x 6.10 x 10 W.W.M. CONCRETE ANCHOR 114" x 2-11 W MASONRYp OR FIBER MESH a _• ::. ' • 1-118" MIN. IN CONCRETE ORFIBER MESH • :!, (PER TABLE) • ` r '` ' ANCHOR 6' FROM EACH O :) V J= C4 t[[ ALTERNATE WOOD DECK 2' a 1-118" MIN. EMBEDMENT INTO - `. • . POST AND 24' O.C. (MAX.) Q V cV_ W PTP USE WOOD FASTENERS VAPOR BARRIER UNDER VAPOR BARRIER UNDER CONCRETE W/ 1- 1/4" MIN. EMBEDMENT) CONCRETE CONCRETE a W N In POST TO BASE, GIRT AND POST TO BEAM DETAIL ALTERNATE POST TO BASE CONNECTION -DETAIL 2 TYPICAL UPRIGHT DETAIL W SCALE: 2'no" SCALE: r r rr z SCALE: 2' - 1'-D' U 04 ALTERNATE CONNECTION: N' 2) #10 x 1-11r S.M.S. Q p THROUGH SPLINE GROOVES ALTERNATE CONNECTION ° 1 DETAIL 1' x 2' WITH `BEAM / HEADER 3) #10 x 1-i/4' S.M.S. INTO EDGE BEAM SCREW BOSS SLOE WALL HEADER o ATTACHED TO 1' x 2' OPEN PURLIN OR CHAIR RAIL 2) #10 x 1 112" S. M. S. INTO a '' ANGLE CUPS MAYBE TO FRONT POST WI 1" x 7 OPEN BACK ATTACHED BACK Wf MIN. (2) i110x 1-1/2' ATTACHED TO BEAM OR POST CID SCREW BOSS -- - SUBSTITUTED FOR IN ERNAL S.M.B. WI INTERNAL` OR EXTERNAL'L' ' 0 I #10 x 1.1 /Z' S.M.S. MAX W - SCREW BOSSES ANCHOR i" x 2" PLATETO ! SCREW SYSTEMS FROM EACH END OF POST CUP OR L' CHANNELW/MIN. \ I k 2 3 CONCRETE WI IW x 2-012' % AND 24' O.C, (4) #10 S.M.S. ` i ¢ " F CONCRETE ANCHORS WIN MIN, (3) 010 x 1 1R' S.M.S. OF EACHSIDEOFEACHMIN,- LL! POST AND 24' O.C. MAX. INTO SCREW BOSS 5 j . MIN, 3- 1 fY SLAB 25M PS += ` 1" x 2' EXTRUSION (D 4 CONC. 6 x B -10 x10 W.W.M SIDE WALL GIRT ATTACHED TO / rn 1' x 2' OPEN BACK W1 MIN. (3) , / w C h $ OR FIBER ME # 10 x 1-112' S.M.S. IN SCREW PURLIN. GIRT. OR CHAIR RAIL J I SNAP OR SELF MATING BEAM h c 1-1/8" MIN. IN CONCRETE d _ VAPOR BARRIER UNDER • BOSSES ONLY a CONCRETE ® w W CON_ z FRONT WALL GIRT SNAP OR SELF MATING BEAM V O , O ALTERNATE H IGHT TOBASEANDONLYHOLLOWUPRIGHTTO BEAMDETAIL - SCALE: 2"- T-o" _ O z p PURLIN TO BEAM ORGIRTTOPOSTDETAILoHEADERBEAMANCHOR1" x2" CHANNEL TO ® FRONT AND SIDE BOTTOM 0 O CONCRETE WITH (4) #10 x 1/2" S.M.S. EACH SIDE RAILS ATTACHED TO V ¢ 1/4' x 2AWCONCRETE ®® OF POST CONCRETE W/ 114' x 2-1/4' ANCHORS WITHIN 6 OF EACH _ 1' x 2" OPEN BACK ATTACHED CONCRETE / MASONRY H-BAR OR GUSSET PLATE TO FRONT POST WI ANCHORS 6- FROM EACH FOR WALLS LESS THAN 8 8' FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR W SIDE OF EACH POSTAT24' ® O O.C. MAX: OR THROUGH 2' x 2' OR 2' x 3' OR 2' S.M.B. #10 x 1.112' S.M.S. MAX 6' POST AND 24" O.0 MAX AND BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND O ANGLE AT 24' O. C. MAX. POST FROM EACH END OF POST WALLS MIN. 1' FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES ! AND 24' O.C. 1" CONCRETE Z MIN. (4)OS xif2" S. M. S ' MIN. , FOR ALL OTHER PURUNS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE MIN. 3-112' SLAB2500P51EACHPOSTOCONIC. 6xS-10x10 W. W.M. OR OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.05D' x 1-3/4' x 4` STRAP SEAL i FIBER MESH r '. AND ( 4) 410 x 314 S.M.S. SCREWS TO POST AND GIRT EET is 1" x 2' EXTRUSION: VAPOR BARRIER UNDER • . . s '+ a ! • • ' ' IF GIRT 13 ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6' LONG AND CENTERED ON w CONCRETE 1-1/8" MIN. IN CONCRETE THE POST AND HAVE ATOTAL (12) #10 x 3/4 S.M.S O I Ll TAL ALTERNATE PATIO SECTION TO UPRIGHT AND a j PATIO SECTION TO BEAM DET/IL TYPICAL A ALTERNATE CORNER DETAIL a 02-14-2DW OF 1 o SCALE: 2' = 1' 0 , E 0' SCALE: 2' = 1•_ 0• ' B i I _ - WINO20NE MAX. UPRIGHT SPACING 100 T.G. 110 6'-r, 120 6 3' 123 130 F-6' 140182 S.A. 150 4'-11' UNIFORM LOAD UNIFORM LOAD A B A B SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD A B C A B C D I 2 SPAN 3 SPAN I UNIFORM LOAD J Q i t i i 0 w A S C D E N_j W 4 SPAN J w } — Q2 co D0NOTES 1) I `Span Length w -a co U M coo aa = Overhang Length 2) Ali spans listed in the tables are for equaty spaced abtanwa beturomt supports Or and- potlnts 3 w 3) Howw extrusions sha8 not be spaced. 4) Single Span beams shad only be spiked at the quarter points and epllcas shall be staggered I . uJ N Z: UJ pVp LLiYiiUj SPAN EXAMPLES FOR SECTION 3 TABLES w SCALE: XTS. Z N Ry ad1Ku APWL) z in r JtL ¢ in Ld84 9ALLOWABLEBEAMSPLICELOCATIONS J SCALE: N.T.S. d . HEIGI4T OF BEAM SINGLE SPAN BEAM SPLICE BE w c 11- to Y C 11'4 POINT OF BEAM SPAN BEAM SPLICE SHALL MINIMUM d -.50' aya U ALL SPLICES SHALL BE STAGGERED ON EACH d-.5wW d, 1e MAX 1.0 w 0) a V OSIDEOFSELFMATINGBEAM PLATE TO BE SAME m Ii 75THICKNESSASBEAMWEB 6w PLATE CAN BE INSIDE OR . 75* z 3 z OUTSIDE BEAM OR LAP CUT O DENOTES SCREW PATTERN 11 MAX to D o NOT, NUMBEROFSCREW$ HEIGHT 2 x (d —fin LENGTH O O U a '9 w Minimum Istenp ANXI n of serewse-.Gusset Pis size lud- 2da ge W canter fln.1 Cantarto center 2412d*- seem sks - - Thtolmess C. are Ins x rx D.o55•x .120••' 1s=0. Tr x x x0. 4 118-0.125 12 0.21 7118 18 x 9• x 0.072' x 0.224• 1 8= 0.125 or. x x x . 1 x1 x x 0A Q FAL f..SS*E EET usoforT refers to each sde of spina' - - M x4 and-TxIr also- Now. 1. A8 gusset plates shad be minimum 5052 H-32 Aloyor have a minimum yield of 30101. - _ O O tC y O TYPICAL BEAM SPLICE DETAIL 10 SCALE: 1-=5-0' 2,ta-zoo? of qq O p Table 3A.1.1-110 Allowable Edge Beam Spans - Hollow Extrusions Table 3A.1.3-110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #1SF (47.1,#ISF for Max. Cantilever) Aluminum Alloy 6063 T-6 2 x2"x0.044"-- 2 z x0.055" Load Width (fL) Max. Spa bendln V or deflection d Load Max. S n V / (banding'b' or deflection'cr 1 6 2 Span 3 Span 4 Span Cantilever Vhdth (R) 1 6 2 Span 3 Span 4 Span Cantilever 5 64" d. 6'-T d V-9- d D'-11- d 5 5'-8' d 6'-11" d T-1' d 1'-T d 6 6-V d 6'-2" d 6'4' d 0'-11- d 6 5'4" d 6-T d 6'-8' d 0'-11" d 7- 4'.9' d 5'-11" d T-11- b 0'-10'. d 7 5'-1' d 6'-3' d 6'4' d 0'-1 P. d 6 4'-T d 5'8' d 5'-7- b 0-40- d a- 4' IW d 5'-11" d 6'-1' b 0'-11" d 9 4'-W d 5'S' d 5'-3' b 0'-10' d 9 4'-W d 5'-V d 5'-9' b 0'-10' d 10 4'3' d 5'-Y .b 4'-11' b 01-9' d 10 4'8' d 58' d 5'S' b 0'-1 D" d 11 4'-1' -d 4'-11* b v4r b mr d 11 4'4' d TW d 5'-2- b 0'-10- d 12 T-11- d 4'-8" b 4'-T b 0'-9- d 12 4'3" d 3 x 2" x 0.045" 3 x 2" x 0.070 Load Width (fL) Max. Span 1: / bendin b' or it ectlon'd Load Max. Span V / bendin b' or defleetlon' 1 6 2 Span 3 Span 4 Span Cantilever Width (fL) 1 3 2 Span 3 Span 4 Span Cantilever 5 6'4r d r-5" d T-T d 1'-1' d 5 - 6'-9' d 6-5' d 8'-T d 1'3-' d 6 F-W d T-0' d T-2' d T-0" d 6- 6'-5' d T-11'. d 8'-W d 1'r d 7 S-S- d 6'8" d 6-10' d 0'-11' d 7 6'-1" d 7'-V d T8' d 1'-1- d 8 S-Y d 6'4" d W-T b 0'-11- d a. 5'4D' d r.2" d T4' d 1'-1" d 9 4'-11" d 6'-Y d 6-1' b 0'-11' d 9 5'-T d 6-1 I"_ d r-T d 1'-0" d 10 4'-9" d F-11' d. 5'-9' b 0'-10' d 10' 5'8' d 6'8' d 6'-9' b V-1L'. d 11 4'8' d 5'8' b 5'8" b 0'-10' d 11 5'•3'. d 6'S' d 6'S b 0'-11' d 12 4'8' d b 6-Y b 0'-IV d 12 , 5'-1". d 6'-3- d 6'-2" b 0'-11- d- 2 x3 x0.045 2".x 4'x 0.050. Load width (fL) Max. S n V I (bandingW or datiaetlon'd Load Width (tt) Max. S n V / ndln W or deflectlon'd 1 6 2 Span 3 Span 4 Span Cantilever Mam 1 # 2 Span 3 Span 4 Span Cantilever 5 T8' d 9'3' d 9'-5" d 1'4' d 5- 9'8' . dV*; 11'-1 N d 12'-2' b 1'-9' d 6 r4r d 8'8' d 8'8' b 1'3" d 6 d 11'3' d 11'-1' b 1'8' d 7 6'-B' d 8'-3' d 8.1' b 1'3- - d 7 8'8' d 10'8- b 10'3' b 1' 7' d 8 6'-5" d 7'-9" b r.W b, 1'-2" d 8 8'•3'. d 9'-11" b 9'-T b 1'-T d 9 6'-Y d T4" b T-1' b 1'-1" d 9 T-1 V d 9'-Y . b 9'-1' b 1'-5' d 10 6-11- d 6'-11- b 6'-9' b. 1'-1' d 10 T8' d 8'-11' b 8' 7" b T8' d 11 S-Ir d 6'-V - b 6'S' b 1'-1' d 11 T-5" d V-6'- b 8' 2' b 12 - S-T d 6'4' b 6'-2' b 1'-0' d 12 T-3' d 8'-1' b T-10' b Hollow and Single Self -Mating Beams Tributary LoadWidth - 7- 0" -I 3'-0" 1 4'-0" 5'-0- 6-0' T1" 8'-0" 10'-0" 17-0" 14'-0' 1 16'-0" . 18'-0- Allowable Span V / bendin -b' or deflection'cr - 2' x 4" x 0.050" Hollow 13'-Y d 11'-6' d 10'-5" d 9'8" d 9'-1' d 8'-8'- d 8' dl 7-8' d r-3' d 6'-9' b 6'-4' b 5'-11' b 2" x 5' x 0.062" Hollow 16-11- d 14'-10' d 13'8' d 17.6' d l l'-9' d l l'-Y d 10'-8' d 9'-11" d 9'4' d 8'-10' b 8'-3" b 7'-9' b 2" x 4" x 0.046" x 0.100- 14'-8' d 17-10' d 11'-W d 10'-10" d 10'-2- d 9'-8- d 9--2- b 8'-2" b T8- b 6'-11' b 68' b 6'-l' b 2" x 5' x 0.050' x 0.100" 18'-2" d 15'-11" d 14'-5" d IT-5" d 12'-7- d 11'-11" d 11'-3" b 10'-1' b 9'-Y b 8'8' b T-11' b 7'-6' b 2" x 6" x 0.050" x 0.120" 21'4' d 18'-7' d 16'-11- d- 15'-8"- d 14'8" b 737-5" b 12'-7" b IV-3" b 10-3' b 9'8" b B'-1 V b 8'-5' b 2' x T x 0.055' x 0.120' 243' d 21'-Y d 19'-3' d IT-3" b 15'-9" b 14'-7' b 13'-8" b 12'-2" b 11'-2' b 10t4' b S-8' b 9'-1' b 2" x 8' x 0.072' x 0.224" 3tY-1" d 26'3' d 23'-10" d 27-2' d 20'.10" d 19'-10" d 18'-11' d 1 r-7' d 16'-7' d 15'4" b 14'4" b I T-W b 2" x 9" a 0.072' x 0224' 1 32'-11' d 28'-10' d 26'-Y d 24'4' d 27-10' d 21'-9' d 20'-9' d 1W-O' b Ir4' b 16-1" ti 15'-1' b 14'-2' b 2' x r x 0.082' x 0.306" 34'-Y d 21.10' d 2r-Y d 25'-2; d 23'-8' d 22'8' d 21'8' d 17-11" cl 18'-1D' d 1T-10' d 1T-l' d 16'-5' d 2" x 10" x 0.092" x 0.369' I 41'-1' d 35'-11' d 32'8' d 1 30'4" d 28'8' d I 2T-1' d 125-1I'd 1 24'-1' d I 278' d 1 21'8" d 20'-7" d 19'-9' d Tributary. Load Width - Double SeH-Mating Beams 78' X-0- 3'8" 4'-0' 4'8' W-0" 5'-6 8'-0" 1 r-e' 1 T-0" I T6' I 8'-0' Allowable Span I! I bendln W or deflection'cr 2" x 8' x 0.072" x 0224" 37"-10' d-1 33'-1' d 30'-1" d 2r-11' d 26'-3' d 24'-11' d 23'-10" d 22'-Y d 20'-10' d 19'-10' d 18'-11- d 18'-Y d 2" x 9" x 0.072" x 0224' 41' 7' d 36'4' d 37-11' d 30-T d 28'-10' d 2T4' d 26-Y d 24'4" d 27-10' d 21'-0' d 20'-9' d 19'-11' d 2" x 9" x 0.082- x 0.306- 44'-3' d I 39-W d 1 35'-1' d I 32'-7- d 30'-8" d 1 29-1- d 2T-10" d I 25-10' d 1 244' d 1 23'4- d I 27-1- d 21'3' d 2" x 10" x 0.092" x 0.369" 51'-10" d 1 46.3" d 1 41'-1" d 1 38'-2' d 35'-11- d 1 34'-1- d 32'8' d I XY4- d I 28'8' d 1 27--1" d 26-11" d 24'-11- d Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans 6r Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-E' - - - - For 3 second wind oust at 110 MPH vsioeity- asina deolon load of 13 n arse - Sections Tributary Load Width'W' = Purlln Spacing - X- 0" X-6- 4--0" 4'8" 1 5--0' 1 5-.6- 1 8'-0' 1 6--6" 7'-0" i$' Allowable Helalit W / bandinciWor deflection'd' 2" x 2" x 0.044" Hollow T8" b 6'-11' b V-6' bi 6'-2' b 5'.10' b 6-7" b 5'4' b 6-1' b 4'-11" b 4'-W b 2' x2' x 0.055" Hollow 8'-10' b 8'-2" b 78' b 7'-2" b 6'•10' b V-6' b 6'-3" b 5'-11" b 6-9" b S-T - b 3' x 2" x 0.045" Hollow 8'4" b T-8- b T-Y b 6'-9- b 6'-5- b 6'-2- b 5'-10" b 68'- b WY b S-3--' b 3" x 2- x 0.070" Hollow 111-1' b 10'-3" b 9'-T b 9'-l' b 8'-T b 8'.2' b T-10' b Tr b T3" b T-W b 2" x 3" x 0.045" Hollow 10'-Y b 7-5' b 8'-9" b 8'-3" b T-1 U' b T8' b T-Y b 6'-11' b 6'8' b 6-5" b 2" x 4" x 0.050" Hollow 10.8' b 9-11' b 9'-3" b 8'-9" b 8'-3" b T-11' b T-T b T-7 b 6-1 I" b 6-9' b 2" x 5' x 0.062" Hollow I T-W b 12'-9" b 117-11" b 1173' b 10--8--b 10'-2" b 9'-9" b 9'4" b PIF b 6-9' b 2" x 4" x 0.046" S.M.B. 15'8' b 14'4' b 13'-5' b 12'-8' b 174' b 11'8' b 10'-11' b 10'-6" b 10'-2' b 9'-10• b 2' x 5" x 0.050" S.M.B. 18'-6' b 1T-1' b 16'-0" b IVA' b 14'4' b 138" b 13'-1' b 17-T b 12'-1- b 11'8' b 2" x 6" x 0.050" S.M.B. 19'-3'. b 17'-10' b 16'8' b 16-9" b W-11" b 14'3' b 13'8-. b 13'-1" b 12'-7- b 17-2' b 2" x 2" x 0.044" Snap 9'-2' b 8'8" b 7'-11" b T8' b T-l' b 6'-9' b V-6" b 63' - b 5'-11" b 5'-9' b 2" x 3" x 0.045' Snap 10'-5' b 9'-r b 8'-11' b 8'8" b 8'-1" b T8' b T4'. b T-l" b 6'-10' b 6'-7'. b 2' x 4" x 0.045' Snap 11'-3" b 10'S' b 9'-9" b 9'-2' b 8'8" b 8'-3' b T-11" b T-T b T4' b 7'-1- b 3" x 3" x 0.045" Fluted 9'-1' b 8'-5' b T-10'- b r-5" b 7'-0' b 6'8" b 6'-5" b 6'-2' b 6-11" b 6-9' b 3" x 3" x 0.060" Square 11'-2" b 104' b 98' b 9'-1' b 8'-8' b 8'3' b T-11" b T-7' b T4" b 7"A" b 3" x 3" x 0.093" Square 16-0' b 4.10' b IT-11* b 13'-1" b 17-5' b 11'-10" b 11'-0" b 10-11' b 10'8' b 10'-7 b 3" x 3" x 0.125" Square 19'-1' b 1T8' b 16'-T b 15'-7' b 14'-10" b 14'-1' b 13'8" b 1Y'-11' b 12'8" b 17-l' b 4" x4" x 0A25' 8 uaro 24'-9' b Z7-11' b 21'S' b 20'-Y b 19'-Y b 18'3' b 1T8' b 16.9' b 16'-Y b 7S8' b Note r _ For 3 second wind gust at 120 MPH velocity; using design load of 15.0 #/SF Ul - 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 4V 2. Spans are based on 110 M.P.H. wind load plus dead load for framing: - - - 3. Span Is measured from center of connection to fascia or wail connection. 4. Above spans do not Include length of knee trace. Add horizontal distance from upright to carder of brace to beam connection to the above spans for total beam spans.- 5. Spans may be interpolated. Table 3A.1.4-110 Allowable Spans for Ridge Beams with Self Mating Beams for. Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #1SF Sat Mating Ssetbru Trlbule Load Width '1M. Partin Specin 5'- 0' 6-0' T-0" 8'-0" 9'-0' 10'-0" Allowable S n'L' I bendin 'b' or daflsetion'd' 2" x 4" x 0.044 x 0.100" 12'-11' b 11'-10' b 10'-11' b 103" b 9'8' b 9-2' b 8'-9' b 8'4' b 2' x S" x 0.050" x 0A 00" 15A 1' b - 14'8' b 13'-5' b 17-7' b 11'-10' b 11'3- b 10-9- b 10-Y. b 2" 6" x 0.050' x 0.120" IT-10"- b. 16'-3' b 15'-0' b 14'-1' b IX-3- b 12'-7- b 11'-111- b 11'8' b x 2" xT x 0.055" x 0.12V 19'3" b 17'-7- b 16'-3' b 15'.3' b 14'4" b IT-8' b 17-11" b 17-5' b 2" x 8" x 0.072" x 0.224' 288' b 26'-2' b 24'3' b 278" b 21'-S b 20'-3' b 19'4' b 16-6' x 9" x 0.072" x 0.224"30'-l' b 2T8' b 2F-5' b 23'-9"- b 22'-S b 21'3' b 20'-T b 19'-5" 2" x V x 0.082" x 0.310" 33-V d 3T-9" d 29'-9' b 2r-10' b 26-2" b 24'-1(Y b 23'8" b lb2" 278' 2' xIV x 0.092" x 0.369" 4o'-T d 38'3- d 36-l' b 33'-9- b 31'-10- b 30'-Y b 28'-10-- b 2T-7- Notes: - - - - 1. Above spans do not include length of knee brine. 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. 2-110 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design bad of 11.0 WSF (47.1 #1SF for Max. Cantilever) Notes: . Aluminum Alloy 6063 T8 -- - -- 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. - 2" x x 0. Sna Extras on 2" z 3 x 0.045 ffoap Eximsion 2. Spans maybe interpolated Load I Max. Span'L' I bendin 'b' or defleetlon'd Load. Max. S an V I bendin V or deflection 'd Wbdth(fL) 1 6 2 Span 3 Span 4 Span cane ..- R) 1 6 2 Span 3.Span 4 Span Mayvar 5 - 6'-V d T-5' d T-T d P-1' d 5 8'-1" d 10'-0" d 10'-2" b 1'-6' d - 6- T-T d 9'-5' d 74' b 1'-5'- d 7 - T-3' d . 8'-11' -b 8'-T b 1'4- - d 8- 6-1V d 64' b 8'-1' b 1'-3" d -- - 9 - 68- d F-I IF b 7-7- b 1'3' d- 10 - 6-5" d T-S b T-Y b 1'-2' d 11 63' d T-1' b-. 6-10" . b 1'-2' d 12 6-1' d 6'-10" b 6-7" b T-1' d - - - 6 5'.W d 6'-11" d T-1". b 1'-W d 7 5'4" d 68' d 6'-7' b 0.11" d 8 S-Y d 64' d 6'-2" b 0'•11' d 9 4'-11' d 6-0" b 5-10' b 0'-11' d 10 4'-9" d F-W b 5'-6" b O'-10" d 11 4'-7' d S8" b F-3" b 0-10' d 12 4'8" d S-2" b 5'-0' b 0'-10" d 2 x "x OU5- Snap Extrusion. Load Width (fl•) Max. Span L' I (bend[ W or deflection'd 1 6 2 Span 3 Span 4 Span Carrtllever 5 - 10.3' d 17-3' b 11'-1(r -b 1'-1D' d 6 - 9'-7' d 11'-2" b . 10'-10" b 1'-9' d- 7 9'-2" d- 10'4' b 11Y-V b 1'8' d- 8 8'8' b 98" b 9'4' b- i'-T d 9 8'-2' b 7-2' b 8'-10" - b 1'-V d 10 T-9" b 8'-W b 8-4" b T8' d 11 T-5" b 1 63" b I- T-11'. b 1'8' d 12 1 T- 1' b I T-11" b I T8' b 1 1'8" d Notes: - - 1 Abov ns do not Include len th of knes brace Add horizon Sections Tribute Load Width' 1M=Partin Specin 3'-0" T- 6- 4'-0" 4'8" 5--0". - .5 8'.0 6'-0" - 7--0- T8' Allowable Height W / bendln 'b' or deflection'cr Y x 2" z 0.044" Hollow 6'-11' b 6'8' b 6-1' b 5'-9" b W-W - b 5'-2' bi 4'-11" b 4'-9' b 4'-T b 4'-W b 2" x 2' x 0.055' - Hollow 8'-2* b 7'-T b T-1'. b 6' -W b 6'4' b 6.1' b SAW b T-T b T4" b S-2' - b 3" x 2" x 0.045" Hollow T-9" b r-T b V-S' b 6'4' b 5'-11- b 5'8" b F-6- b 5'3' b 5'4' b C-11" b 3" x 2" x 0.070" Hollow 10'4" b 9'-T b 8'-11' b 8'-5' b 8'-0' b r8" b r4- b T-D" b 6-9- b ss b 2" x 3" x 0.045" Hollow 9'a' b 8'-g' b 8'-2- b 7-9" b T4' b 6-11' b 6'-8' b 6-S b 6'-Y b 6-11" b 2' he 4' x 0.050' Hollow 9'-11' b 9'-2' b 8W' b 8'-l' b T8' b T4• b T-(r b 6'-9' b 68' b 63" b Y.x s" x 0.062" Hollow 12'-1D' b ll'-11" b 11'-1" b 10'-6' b 9'-11' b 9'8" b 9'-1' rb 8'-9' b 8'.5- b 6-1' b T x 4" x 0.046" S.M.B. 14'-5' b 13'4" b 12'8"' b l l'-10' b 11'-2" b 10'8" b 10'-3' b 9'-10"- b 9'-5'. b 9'-2- b 2" z 5" x 0.050' S.M.B. 17'-3' b 16.11" bi 14'-11" b 14'-l' b 13'4" b 17-9" b 12'-2' b 11'8' b 11'3" bi VY-11' b 2" x 8" x 0.050' S.M.B. 1 T-11' b 16' 'r b 1 W-6' b 14'8' b 13'-11" b 13'3" b 12'-W' b 17-2" b 11'-9- ti 11'4- b 2" x 2" x 0.044" Snap- 8'8' b T-11' b T-5' b 6'-11' b 6-T b 64' b 6'-X b 6-9" b 5'-7' b SS b 2' x 3" x 0.045' Snap9'8' b 8'-11' b 8'-S b T-11' b r-W b T-2" b 6-10' b 6-T b 64" b 6-1' b 2" x 4" x 0.045" . Snap10-5' b 9'8' b 9'-1'- b 8'8' b 8'-1' b T-9" b T-5" b T-1- b 6-10' b 6-T b 3" z 3" x 0.045" Fluted W.b 75 V b T4' b 6'-11' b- 68' b 6-3" b 6-11" b 5'-9' b 5'8' - b 5'4' b 3" x 3" x 0.060" Square 1 U'-5' b 9'-T b 8'-1.1" b 8'8' b 8'4r b T8' b 7'4' b T-1- b 6-10" b 6'-7" b 3" x 3" x 0.093" S uare 14'-11' b 13'-10' b 17-11" b 1T-2' b 11 *-7' b 11'-0" b 10'-7' b 10'-2' b 9'-9" b V-W b V x 3" x 0.125" Square 1 r-9" b 16'8" b 15'-5' b 14'8' b 13'-9' b_ 13'-2" ti 12'-T b I T-l" b I V8" b 11'-T b 4" z 4" z 0.125" Square 23'-0' b 21'4' b 19'-11' b 18'-9' b iT-10' b 16'-11' b 16'3' b 15'$' b 15-1' b 14'-T b IL Z fn to F- Z 0 Co W i' W J 0 Z W Z 1) > D W 0 o - w W U M 0 LL 0 O W dVH 0, a CD 0 U Q o Nt V o WF Z , 0 m Notes: U W Q LL 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. W C7 Z O 2. Spans may be interpolated. W U Z O C:) NUS- u5 QTable3A. 3 Schedule of Post to Beam Size w C Aluminum Alloy S083 T8 - - U Thru-Bons cc Beam Size Post SW Alternate Post Sim - L= DUX' Minimum KM Bran• Min. # Knw Bmce Serowe Min. Stiching Screws 24' o. e. 1/41 3I8"s 2" x 4' x 0.050" Hollow 1 3' x 3" x 0.060" 2" x 3' x 0.050"^ 2 2' x 3' x 0.050" 3 #8 1 #8 Self Mating Beams 2" x 4'- x 0.040' x 0.100' 3' x 3" x 0.060" Y x 3' x 0.050- 2 2 x 3' x 0.05D" 3 #8 ' 8 2"x5" x 0.050' x 0.100" 3'x3"x 0.060" Yx 3'x0.050- 2 Yx3"x0.050' 3 #8 8. 2'x6'x0. 050'x0.120" 3'x3"x 0.060' 2"x3"x O.D50" 2 Yx 3'x 0.050' 3)#10 10 2' x T x 0.055' 1r 0.120" - 3" x 3" x 0.060" Y x 3" x 0.050' 2 2 Y x 3' x 0.050' 3)#10 10 2" x T x 0.055" w/ Insert 3" it 3" x 0.093" Y x 3" x 0.050" 2 2 Y x 3' x 0.050" - 3) #10 10 2" x 8" x 0.072' x 0224' 3" x 3" x 0.093" Y x 4" x 0.050" 3 2 Y x 4' x 0.050' 3)#12 12 2" x 9' x 0.07Y x 0224" 3" x 3" x 0.093" - T x 5" x 0.050" x 0.1 DO- 3 3- 2" x S x 0.050' x 0.100' 3 #14 14'• 2"x9" x 0.082' x 0.306" 3'x3"x 0.125' -. Tx6'x0.050'x0.120- 4 3 2" x 6'x 0.050'x 0.120' 4 #14 14'• 2"x 10" x0.092"x 0.369- x4" x 0.038' X 0.100" Yx Tx0.055"x0.120' 5 4 2"x Tx 0.055-x 0.120' 6 #14 14" - Double Self Mating Beams 2 2" x 8" x 0.072" x 0.224" 2" x 5'x0.050'x0.100 4"x4"x0.125" 6 4 2" x 4' x 0.044' x OAD0' 8)#12 12 2 2" x 9" x 0.072'x0.224". 2"x6'x 0.050' x 0.120 4"x4•x0.125' 6 1 4 2' x 6'x 0.050'x 0.120' 8 #14. 14" 2) 2" x 9" x 0.082" x 0.306' 2" x 7" x 0.055' x 0.120 4" x 4" x 0.125' 1 8 1 6 2" x 6 x 0.050" x 0.120' 8) #14 14'" 2)2"x10'x0. 092"x0.369 2"x8'x0.072"x0.224 4'x4'xO.125' 1 10 1 8 2'xTxO-D55"x0.120' 1 14" W g R 0 OC n w J t y ll' U W ZS LL atuo% o -a 0C U .7 a W W to a) 5mm m n- v Lu LLI XE W .. O o Uj f° W C U. O - c e spa 9 .--n...... ....... ...... e.,. "...o,.".,....-I-,-....--- - 0 connection to the above spans for total beam. spans. - - - - - The minimum number of thru bolls is (2). m. a t Spans may be interpolated. - - - - - - • Minimum post / beam may be used as minimum knee brace... - - O m 2 Decrease spacing to16' o.c. _ 3 or 2" x 3" x 0.045• - Knee Bren Min. Lenoth Max Length 2" x2" x 0. 044" 114' 1 2'-W - 2' x 2" x 0.055" 1'4" 7-W 2" x 2' x 0.093" 1'4" 7-0' 2' x 3' x 0.050' 1181- 78' 2" x 4' x 0.050" - 1'8• Y-W Z m 0 J U K O 1- aUKZO U LL SEALLJHEET o W 4- 110 102- 14-2007 OF Anummum 2' x 2" x 0.055" Load Width (fL) Max:S an'L'/ ndin b' or daflaction'd load n• Max.Span'L'! bend) b'or daflactlon'd 1 3 2 Span 3 Span 4 Span CantileverWidth 1 b 2 Span 3 Span-- 4 Span Cantilever 6'3' d 6'4- "d 0'-1 l' d.. 5 5'4' d F-T - d 6'-9' d l'-0" d d 5'-I(r-d 5'-1 V b 0'-11' d 6 T-0- d 573- d 6'4- d 0'-11- d 7 4'6' d 5-7' d 5'S - b 0'-10' -d 7 4'-9' d 5'-11' d 5'-11'. b 0'-11" .d 8 4'4' d 54" . b 5'-1" b 0'-10" d 8 4'-7' d 5'.8' d 5-T b 0'-10" d 9 - 4'-2' - d 51-0'- b 4'-10' b 0'-10' d 9 - 4'-S d 5'SF d S-T b 0'-10" It b. 4W- b 0'-9'. d 10 4'-3" d 5'-Y b 5'-0' b 9-10" d 11 - 3'-11' d - w6' b ` V-4'- -b 9-9• d 11 4'-1" d 4'-1_ b 4'-9' b 0'-9' d 12 3'-9' d 4'4- -b 4'-2- b`, 0'-W d 12 3'-11' d 4'-9' - b 4'-T b 0'-9" d Yx2"x0.045' 3"x2 x0.070 Load Width (fL). Max. Span I bending b' or deflection' Load Width (ft) Max- Span'L' I (bending W or deflaction'd 1 b 2 Span 3 Span 1 4 Span Comex. ntliever 1 3 2 Span 3 Span 4 Span Max. Cantilever 5 . 5.4- d T-1' d 1 12- d 1'-1" d. 5 6'-5• d T-11' d 8'-l" d... 1'-3" d a 64' , d. 6'-W d 6'-9" d . T-0' d 6 6'-W d TS d IT d 1'-Z' d 7 5'-l' -d S4' d 6'4' -b 0'-11" d 7 V-9- d T-1' d I d 1--1". d B. 4'-11" d S-0' d 5'-11' b. 0'-11' d 8: 6-6' d 6'-9'. d 6'-11' d 1'-1' d 9- 4'6". d 5-9" b: 5'-T b 0'-11- d 9 5'-3' . d S-W of 6'-r b V-O' d 10 4'6• d S6' b 5'-3' .-b 0' 10' d 10.. 5'-1' d 63' -d 6'-2- b 0'-1P d 11 4'S' d 5-T. b 5'-0' - b 0'-10- d 11 4'-11- d 6'-T. d 5'-1 P b 0'-1 V d. 12 4'-3' . d 4'-11 ". b 4'-10' b 0'-10' d 12 - 4'-9- d 5-10' b 5!6• b 0'-t 1". d 2"x3"x0.041 2'x4"x0.1 Load width (it•) Max. Span L'! (bandina b' or daflactlon't Load - Width' (tt) Max. Span'L'/ bands Wordeflecton'ti 1 6 2 Span 3 Span 4 Span Ca Max.ntilr 1 & 2 Span 3 Span 4 Span to 5. T-1" d 8'-9" d F-9' b 1'4' d 5 9'-2' d 11'4" d 11'-2'- b 1'-9"- It 6 6'-8" d 8'-T .d 7"-11* to 1'-3" -d 6 - 8'-W d 19-T b 10'-3' b 1*-W -d 7 6 4' d T6" b IS" b 1'-3" d 7 8'-T - d 9-9" b- 9'-S b l W' d 8 61 d T-2' - b 5-1 l' :b' 1'-2' d: a 7'-10' d 9-2* b 8'-10" b 1'6' d 9 5'-10" d, F-9' - b 6'-0' b l'-l" d 9 - T-6" - d. 8'4r b 8'4' b 1' 5' d 10 57 , d 6'S b 6'-2' - b: 1'-1" d 10 T-3" "d- 9-2' b Ill": b 1'-5" d 11 5' 5" d 6'-l" . b S'-11" -b: 1'-T d 11- 5-1 l' b I T-1D' b 7" 7' b 1'4' d 12 5'-3" b 5-I(r b 5'6' b l'-0' d 1 12 1 6'6" b I T6- 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. k _ 2. Spans maybe Interpolated. Table 3A.1.2-120 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms Hollow and Single Self -Mating Beams Tributary Load Width - 2-- 0" 1 T-0- 4'-0" 5'-0" 6'-0"- I T-0" 1 6'-0" 10--V 1 12'-0" 1 14'4' 161 18'-0' Allowable Span'L' 1 bsndin 'b' or deflection 'd' 2" x 4" x 0.050" Hollow 17-5' d 2' x 5" x 0.062" Hollow 16'-0' d 14'-0' d 12'-9' d 11'-10' d 11'-1" d 10'-7- d 10'-1' d 9-5- - di 8'-9" bj 8'-1- b T-7- b T-2" b 2' x 4" x 0.046" x 0.100" 13'-11' d 17-2" d l l'-0• d 10-3' d 9'-8" d 9'-W b 8'-5' b T-71 b V-11* bi 6'4' b 6-11' b 5'-T. b 2" x 5" -x 0.050' x 0.100" 17'3' d 15'-0" d 13'6" d 176• d 11'-11" d 11'-l' b 11r4- to 93" b 8'-5- b TAD' b 74' b 6'-11' b 2'. x 6" x 0.050" x 0.120" 20'-2' d 1 T-7" d 15-11" d 14'-8' b 13'4' b 12'4" b 1 l'-T b 10'4" b 9'-5' b 8'-9' -b 8'-2" b 7'-9• b 2" x T x 0.055" x 0.120" : 22'-11' d 20'-1" d 1T-9" b. 15 =10• b 14'6Y b 13'-5" bi 17.6" b 11'-3' b 10'-3' b 9'S. b 9-10' b 8'4• b 2' x 8" x 0.072" x 0.224". 28'S" d 24'-10' d 27-T d 20'-11' d 19-9" d 18'-9" d 1T-11' d 15-8" d 15'-3' b 14'-1" b 13'-2• b 12'-5" b 2' x 9" s 0.072" x 0:224" 31'-2' d 27-3' d 24'-9" d 27.11' d 21'6' d 20'-7' d 19-T b 7T6" b IT-11" b 14'-Ur b 13'-10" b 13'-1" b 0. 082" x 0.306" 374" d. 28'3' d 256' d 23'-1 D' d 22'S' d 21'4" d 20'4" d 18'-11' d 1T-10' d 16'-11' d 16'-2" d 15'-3' b x 0.092' x 0.389" 38'-11' d 33'-11' d 30-10" d 28'-8" d 26'-11' d 2S-T d 246 d 22'-9' d 21'-S d 20'4' -d 19-5" d i8'6" b Tdbuta Load Width - Double Setf-Mating Beams T-O" 3'-0"- 4'-0"- 11 6'-0" F-O9'-0" 10'-0' 1r-0" 1 14'-0" 1 .18'-0' 181 Allowable anL/ bendingbor deflection' 2' x6' x 0.072' s 024 35'-10" d 31''4' d 28'S 25, d3 24'-1253-'-11Td2T d 20'-11" dT- 1 P d 17'-3d x 9" x.0. 072" x 0.224" 394- d 344' d 31--2 86 2 T0 23 d2d7V 11'd 219-9"d1R1% 7di 19-7b 18'- 5- b"d 2" x 9" x0. 082" x 0.306" - 4l' 10" d 36'6" di 33'-2' di 30'-10' d 2T-11" ol 27'-7' di 254' dl 24'5- di 23'-0" di 21'-10' d 20'-11" d 20--1' d 2" x 10" x 0. 092" x 0.369' 48'-11' d 42'-10" d 38'-11" d 36'-1" di 33'-11' d 32'3" d 30'-10" d 28'6' d 26'-1 l" d 25'-T d 6' d 23'-7' d Seetlons - Tribute Load Width'W - Purlin Spaeln 3'-0" 3'6" 4'- 0' 4'-0" Allowable Hel ht 'H' / bendin ' b' or defleetion'd' ' 2"-x 2" x 0. 044" Hollow 7'-W b 6'-1 l' b 6*-6" b 6'-2" b 5'-1 D' b 5'-7' b 54• b 514' b 4'-11' -b 4'-9• . to 2" x 2" x 0. 055" Hollow 8'-10" b 6'-Y b, T-8" b 12' b 6'-10' b 66' b 6'-3' b 5'-1 V b S-9' b 5'-T to 3" x 2" x 0. 045" Hollow 8'4" b T-8' b 12" b 6'-9" - b 6'-5' b 6'-2' b 5'-1 D'. b 5'6" b 5'-5' b 5'-3' b 3' x 2' x 0. 070' Hollow l l'-1' b 10'-3" b 9' 7' b 9'-I' b 8'-7' b 8'-2' b T-10" b T-T b T3" b T-0' b 2' -x 3'.x 0. 045- Hollow 10'-Y b 95'. b 8'-9' - b 8'-3' b T-10' b T6' b T-Y b 6'-11" b 6' -W b 6'5' b 2" x 4" x 0. 050" Hollow 10'-W b 9'-11- b 9'-3- b 8'-9" b 9-3- b 7-11- b T-T b T-3- b 5-11- b 6'-9" to 2" x 5' x 0. 062" Hollow 13'-T b 17-9- b l l'-11' b l l'-3- b 10'-8- b 10'-2- b 9'-9- b 9'4- b 9-0' to 8'-9" to 2' x 4" x 0. 046" S.M.B. 15'-6" b 14'4' b 17-5' b 12'-W b 17-V b 11'-5' b 19-11• b 10'-W b 101-2" b 91 to 2" x 5' x 0. 050" S.M.B. I8'-W bi IT-l' b 15-0' b 15'-1" b 14'4' b 13'-8' b 1X-l" b 17-T b 17-1" b II'-6" b Y x 6" x 0. 050' S.M.B. 19'-Y bi 1T-10' b 16-8' bK2Ob 14'-11' b 14- 3" b 13'-W b 13'-1" b 1Y-T b. 17-Y. b 2" x 2' x 0. 044" Snap 9'-T b 8'-6' b 7'-11': b T-l" b 6'-9" b 6'-W b 6'-3' b 5-1 l' b 5'-9' b T x 3" x 0. 045' Snap 10'-5" b 9-T b 8'-11' b 8'-l' b T-8' b T4'. b T-1' b 6'-10' b 6'-T b 2' x 4" x 0. 045'- Snap 11'-3' b 10'-5' b 9'-9" b 8'-Ir - b 8'-3' b T-11' b T-T b T4' b T-l' b 3' x 3' x 0. 045" - Fluted 9'-l' b 8'-5• b T-10' bIII" b T-0' b 6'-8' b 6'-5" b 6'-Y b 5-11" b 5'-9' . b 3" x 3' x 0. 060" Square 11'-Y b 10'4' b 9'6" bb W-Ir b 8'-3" b T-1 l' b T-T b 14' b It" b 3" x 3' x 0. 093".. - Square 16'-0' b 14'-10" b 13'-11' bb 12'-5" b 11'-10' b 11'4" b tt7-11' b 10'6" b 10'-2' b 3" x 3" x 0. 125" Square 19'-1" b 1T-8' b 15-7" bb 14'-10' b 14'-1" b IS-6' b 17-11' b 176' b 17-l' b 4"x4'x0.125'-.S uare 24'-9' b.27-11"-b 2T-5' bb 19'-2' b.18'3' b 1TSb 15.9' b 15-2' b 15'6' b Notso - - Per 3 secono wine gust at 1zu men veroerryrar ; using assign Iona or io.0a-- 1. it Is recommended that.the engineer be consulted on any miscellaneous framing _beam that spans more than 49 2. Spans are based on 120 M.P.H. wind load plus dead load for framing: 3. Span Is measured from center of connection to:fascie or wall connection. 4.. Above spans do_ not include length of knee brace. Add horizontal distance fromupright tocenter of brace to beam connection to the above spans for total beam spans. - 5. Spans maybe interpolated. - - Table 3A. 1.4- 120 Allowable Spans for Ridge Beams with Self Mating Beanie for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #ISF Self Mating Sections Tribute Load Width 4 Purlin S do Fir- - 6'-0' -T-0"_ - 8'-0" 9'-0" 10'-0' ll'-0' 1 12'-0" Allowable S a n'V / bending 'b' or deflectlon'd' r x V" x 0.044 x 0. 100' I l'-11" b 19-11' b 10'-1' b 9-5" -. b 8'-11" b 8'-5" b I 9-0".. b T6" b 2" x 5". x 0.050" x 0. 100" 14'-B' - b 13'4' , b 174' b 1 l'-T b 10'-1 V b 10'4' - b 9'-10' b 9-5" b 2" x 6' x 0.050" x 0. 120" 16'4' b 14'-11" b 13'-10' b 12'-1 P b 12'-2" b 11'-7' b I l -(r- b 10'-7' b 2" x 7" x 0.055' x 0. 120- 1 T-8' -b 16'-2" : b 14'-11' . b 14--(r b 13'3' b 176' b 1 t'-11". b 11'5' b 2" x 8" x 0.072" x 0: 224" 25-5- b 24'-1" b 274' b 20'-I (r b 19'6' . b 18'6" b 1IV b 1 T-0" b x 0.072' x 0..4" 2T-e' - b 25'-r b 23'-5' b 2l'-11" b 20'6" b 19'.7' b 1W-W b 1T-10" b 2" x 9"x 0.082' x 0. 31)" 31'-11' d 29'-W b 2T4' b 25'-7' b 24'-1" : b 22'-10" b 21'-10" b 29-10' b T x 10" x 0.092" x 0. 369" 38'-5'. d 35'-10" b 33'-2' - b 3l'-l' b 293" b 2T-9' b 25.6' bi 254' b Sections Tdbuta Loed Width 25nWYIn S In - 3. 4- 3'-0" 4'-0' 4' -0' S'-0" S6' 8'-0'. 6'6" T-0' I- T6' Allowabls Hel ht 'H'1noting V or deflection'cr 2" x 2' x 0.044' Hollow 6'- 11' b 6'6' b 6--1' b 5--9' b S-Y b 5'-2- b 4'-11' bjb4' b- 4'-7- b d'5- b 2' x 2' x 0.055"- Hollow B'- Y b T-T • b T-1' b 6'6' . b S4' b 5-0'- 'b 5'-10' b' b S4' b5'-Y b 3' x 2'.x 0.045' Hollow T- 9" b T-Y b S6' b 6'4' b 5'-11' b 5'6' . b 5'6' - b" b 5-1' : b 4'-11' b 3" x 2" x 0.070" Hollow 10' 4' b 9'-7' . b 8'-11" b 8'S' b Ir-T ' b T6' b T-4" b' b S-9' b 6'-6' b 2" x 3' x 0.045" Hollow 9'- 5' b 8'-9' b 8'-2' b T-9' b T-4' b 6'-11" b 6'6' b' b 5-Y. ' b 5'-11" b Z" x 4" x 0.050" Hollow 9- 11" b- 9-2" b 8' 7' b 8'-1' b T6' b T4' b T-0" b' b 6'-0' b 6'-3' b2"x5"x0.062"Hollow 17-10' b 1T-1 Vb 11'-1' b 10'-6' b 9'-11" b 9'-W b 9'-l' b' b 8'S b 8'-1' b 2" x 4" x 0.046' S.M.B. 14'5": b 13'4" b 176' b ll'-10' b 11%2T b 10'-8" b 10'-3' b0' b 9S b 9-2' b 2" x 5' x 0.050" - S.M.B. 1 T-3' b 15'-11' b 14'-11' b 14'-V b 13'-4' b 12'-9': b 17-7 br b I V-3W b 10'-11" b 2" x 6" x 0.050' S.M.B.. 17"Al" b 16'-7' b 15'6" b 14'-B" b 13'-11' b 13'JY-b 1 T-W bY b 11'-9• b 11'4" b 2" x 2' x 0.044" Snap 8'-W b T-11' b 75" - b 5-11' b 6'-T b 64• b 6'-0" b' b S-T - b 5'S" b2" x 3" x 0.045" Snap 96' b 8'-1 F b 8'-5" - b T-11' b T-W b 12" b 5-10' b b S4' b 6'-1' b 2" x 4" x 0.045" Sna 10'-5' b 96• b- 9-l" b 6'6' b 8'-1' b III" b 7'-5' -- b" b 9-10" b 1I b 3'x 3'x 0.045' Fluted 8'-5' b T-10"-b-IV b 5-1 l' b 6'6'. b 6-3•--b 5-11' br b S-w 'b 54" b 3" x 3" x 0.060" S uare 10'- 5' b 9W". b 8'-1 l' b 8'6' b 8'-T b T-W b T4" b1"" b 6'-10' b 6'-T b 3" x 3" x 0.093" Square 14'-11' b 13'-1(r b 12'-1 P b 12'-2" b 11'-7' b 1 l'-0" b 10'-7'- b l9-Y b III b 91 b 3" x 3'.x 0.125' Square 1 17'- 9" b 16'-W. b 15'5" b 14'6" b 13'-9' b 13'-2" b 12'-T b 17-l' b 11'b 11'-3• b 4"x4"x0.125" Square 23'-0' b 21' 4" b 19'-1 l' b 18'-9" b 17'-lD'-b 16'-11" b 16'_3' b 15'S b 15-1' b 14'-T b Z11 CO U) 2 2 O w- Z Z OmU U) J w w w a Z Z o w Z all 0). w as . U) F W or-0 i LL CO w 3 EL F- } _ U dO (p N o p y V Q p W Z r fY] A 1 Notes:. - - m' - w Q. LL .a 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection: to the - - - Z 111 th F O For 3 second wind gust at 120 MPH velocity; using design load of 13.0 NSF (48.3 XSF for Max. Cantilever) Notes: T- 1. Tables oriented longer extrusion dimension to applied bad. above spans for total beam spans. 2. Spans may be interpolated. u0..I Z Aluminum 2" x 2" x 0. 044" All 6063 Sna Extrusion - 2" x 3 s 0. 045" Snap Extrusion assume exbusion with parallel 2. Spans may be interpolated- - 7 Cuj Load Max. Spa I: / bendl b' or deflactlon' LoadMax. Span'L' / bends b' or deflection'd' Of J Width (ft-) 1 & 2'Span 3.Span ` 4 Span . ax.,.. Width (it.) 1 S2 Spa 3 Span' 4 Span Max. Q I'IJ CaMntilever Cantilever W 5 5'6' - d IW d 12' b 1'-1' d 5 T-8' d W-W >d 94' b. 1'6' d Table 3A.3 Schedule of Post to Beam Size - 5 s 6 5.4" d 5-7' . d 6'- 6" b.. l'-0" d 8 7"-2" d 18'-10" b 8'-7- b 4'-5" d Aluminum Alloy 6063 T-8 j 7.: 5'-1•:.. d.. 6'-3' "-b. 6'-1' - b 0'-11'- d T.. 6'-10' d- 8'-2" -.. b T-11" b f 1'4" d ThrIII -Bolt d of 8 r 4'-10' d 5-10' b 5' 6'' b 0'-11".d 8 6'-7" d. IW ;b IS" b T3' d - 9 6'4" d . -T3' b' 6'-11" b 1'- 2* d 12'6'-l' -d 6'-10' b W-W b - T-T d - - 11-5-.10' b 56' b 6-4* b 1'- Y d 12 - -. T-T b 53' b- bee 9 - 4'6" - d' 5'S b 5*-e b 0'-11' "d 10 4'S d 3'3' b 5'4" ,b' 0'-10'- d 11 4'-4" d 4'-11' b 4'-1(r b 0'-10" d' 12 - 4'-3" d 4'-9' b 4'-T b 0'-10' It 2 x 4" x 0.045 Snap Extrusion load Width ( it) Max. So I enAln 'b' or deflection' d 1 8. 2 Span 3 Span 4 Span Cantliever 5 9'-8' - d. 113' b 19-11' b vi( r- d- 6 9'-l' d I V3' b 9-11' b 1'- 9' - d 7 816"... b 9'6" b 91.. b 1'-8• d- 8 It P b B'-1 l' b 8'-7' -b 1'-7" - d 9 T6•- b 8'-S b- 8'-1' 5 1'S d 10 T-Z" b T-1 P b T-8' ..b.. l'.6• d 11 6'-10' b T-T' b. T4• b 1'-5• d 6'S . b T3'- .b 7'-0' b. 1.-5. d Notes: Beam Stu - Minimum', AItemate Post Sim - I 1 15' Minimum Knee Bran': Min. #Knee Braces r Min. Stiching Screws a 24" o.c. 1/4" 0 3l8"s 2" x4"x 0.050" Hollow3"x3'x 0.060" Yx Tx0.050"-"' 2 - 2x3'x0.05(r 3 #8 1 .#a ' Self Mating Beene - 2'x4" x 0.040' x 0.100' 3"x3'x 0.060" 2"x 3'x 0.050- 2.. Yx 3'x0.05(r 3 #8 8 2" x 5" x 0.050" x 0A00' 3".x 3' x 0.060" 2' x 3' x 0.050- 2 2' x 3'. x 0.050' 3) #8 8 Y x 6" x 0.050"x 0.120' 3" x 3' x 0.060" 2" x 3" x 0.050' - - 2 . Y x 3" x 0.050' 3)#10 10-. - 2"x7" x 0.055' x 0.120" 3"x3'x0. 060"` 2'x 3'x 0.050' 2 2 - Yx 3'x0.05(r 3)#10 - 10 2"x7"x 0.055'w/Insert ' 3"x3'x0.093' 2"x 3'x 0.050" 2 2 2x3'x-0.050' 3)#10- 10 2' x 8' x 0.072'.x 0.224' 3"x3" x0.093" 2'x4"x 0.050' 3 2. Yx4'x0.050' 3 #12 - 12 T x 9".x 0.072n x 0.224' 3-x3- x0.093". 2'x 5"x 0.050"x 0.1 DO" 3 3 Yx 5' x 0.05T x 0.100' 3 #14 14"" 2' x 9' x 0.082'.x 0.306' 3" x 0.125", Y x 6" x 0.050' x 0.120' 4 - 3 2" x 6' x 0.050- x 0:120' 4 #14 14" 2"x 10'x 0.09Yx0.369'. Frix x 4'x0. 038"X0.100' 2'z Tx0.055'x0.120' 5 4- 2'x Tx0.D55'z0.120' 6 #14-#14"' Double Self Mating -Beams - - 2 2"x8" x 0.072' x 0. 224" 2'x5"x0. 050"x0.100 4"x4'x 0.125" ` 6 4 1 2'x 4'x0.044"x0.100' 8 #12 2 2'x9"x0.072'x0.224" 2"x6"x0.050' x0. 120 4"x 4'x 0.125' 6 - 4 2' x 6" x 0.050' x 0.120" 8)#14 14'- 2) 2' x ."x0.082' x 0.306". 2" x 7" x 0.055" x 0.120 4"x 4" x 0.125" 8 6 1 Yx 6" x0.050' x 0.120"- 8) #14 2) 2': x 10" x 0.092" x 0.369 2' x 8" x 0.072" x 0.224 4" x 4" x 0.125' - 10 8 2' x T x 0.055". x 0.120" 10 #14 W It U5 A O O in 2 N CO M m U) J LL m U_ .ai W O W UL)¢ 11 W m L intot0 r- C V) W m v W x£ E O a 0 W 0) d to U >_ K C U O CD 1. Above spans do not Include length w knee brace. Addbonzontal distance from upright to carder brace m In - - - a) tl o 1 connection to the above spans. for. total beam spans,. - _ ...The minimum number ofthru bolts is (2) - - 1-- t 2 Spans may be interpolated. - - - - ' Minimum post / beam may be used as minimum knee brace - O m -. Decrease sparing to 16' o.e. or 2' x 3' x 0. 045" Knee Bran - Min. Len Max ngth 2' x 2' x 0.044" 1-4" Z-W 2" x 2' x 0.055' 1'4' - Z-W -- 2" x 2" x 0.093" 1'4' 2'-0' 2" x 3" x 0.060". 1'6' Z6' . 2" x 4" x 0.050' 116' T-O" 0 OF Z U WLLw ff w C 4_ 120 Q 10 2- 14- 2007 OF 8 li 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span'L• bonding b' or deflectlon'd Load. Max. S an'L' bandin b' or deflection'd 3 Span 4 Span Cantilever Width (R) 1 6 2 Span 3 Span 4 Span - Cantlevar 5 5' 11• d 6'-0' b 0'-11' d 5 F-1' -d 64'. -d 6'-5" d- 0'-11" d 6- - 5'-T, d 5'6" b OAD' d 6 - 4'-10'. d 5'-11' d 6'-0' b 0'-11' d- 7 h3d 5'3' b' 5-1" 'b" 0'-W- d 7 -. 4'-T d 6.8" d 5-T b 0'-10• d 8 - 4'-11' b 4'-9' b 0'-9'. d 8 4'-4' d 5'-5' d 5'-3" b 0'-1 D" d 9 4'-0" b 4'6' b 0'-9' d 9 4'-Y d F-1' b 4A P b 0'-10" d 10 V-5" - b 4'-T 'b 0'-9• d 10 4'-l' d 4'-10" b 4'-8" b 0'-9' d 11 4'3" b 4'-1- - b- 0'-8'.. d' 11 3'-1-1". d 4'-T b 4'S' b 0'-9" d 12 - - 3'-7" d 4'-0' - b 3'-11' b 0'-8' d, 12 T-10" d 4'S" b 4'-3• b 0'-9" d 3"x2 x0.045"-- 3'xYx 0.070• Load Width (tt.) Max. Span V I bends W ordefleetion'd Load Max. Span W I ending b' or defleetlon'd 1 R 2 Span 3 Span. 4 Span Cantilever Width(ft.)1 3 2 Span 3 Span: Max. Cantilever 5 5'-5" d 1 6'-g- 'd 6'-10• d 1'-0" ` d 5- 6'-l' d T-T d T6' - d I 1'-Y d 6 5'-1' d 6'4•. d 6'4- :-b OA V d 6 64r d- T-1"- d T-3" d 1'-1' d 7- 4'-10" d 6'-0' d 5'-10". b 0'41" d 7 V-S' d 6'-9' d: 6'-11'. d 1'-0" d' 8- 4*-W d 6-8"':. b 5'6' b A'-11"' A 8- 6-T d 5S' d 6'-V b 0'71 r. d 9 .. 4.6"' d 6.4" to 5'-2" to 0'-1(r 'd 9 - 64r -d. 5-3' d 6'-1" b.. 0'-11', `d 10 -' 4'4' d 64" to 4'-11': to 0'-10' d 10 - 4'-10" d 5`41" b 5'-W b 0'.11' d 11 - 4'-Y d 4'-10• b 4'6' to I 0'40- d 11 4'6' d F-W to 66" b 0'-11" d 12 4'-1' d 4'6' b 1 4'-6' _b I- 0'-9' d 12 - 4'-T - d 5-5• to 6-3" b 0'-10" d 2 x 3'x 0.045' 2" x 4' x 0.050".. Load width(R) Max. S L• /(bending 'b' or deflactlon'd Load Max Span 1'! bandin b' or deflection d 1 d 2 Span 3 Span 4 Span - Max. _ Cantilever Width [ft.) 1 6 2 3 Span 4 Span Max:. Cantilever 5 6'-9' d F-4" ' d 8' 2" b T3" d. 5 8'-g- d 10'-9'- b 10'5" b V-11" d 6. 64.. d T6"- ' b T-5•. b 1-2" -d S. 6'-T d- 9'-10' b 9'4r b 1'-7- d 7. 6'-(r d T-2' to 6'-11• b V-Y d- 7 T-1g' d 9'-1• b 8'-10" b 1'-T d B 5'•9' d -- 6'-S".. ti 6'S' b 1'-1" d 8 T6' 'd' 8'6' b: 8'3' b 1'S' d. 9 5'-T d 5-3" b 6'-1"t -b 1'-i' d' 9- T-T b- 8'4r to T-9" b 1'4' d 10. 5'4'- to - 5'-11" b 5'-9". b 1'-T d 10 5-Ur b r-T. - b T4' - b P4" d 11 .' 5'-1' b 5.8' b 5'-6' -b 0'-'N'- d 11 6'6" b T3'- b T-0' b- 1'-3' d 12 - 4'-10• b T-T b - F-3" -b - 0'-1 I" d - 12 5-3' b 6`41" b F-B• b 1'-3" d Notes: - - 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. - - 2. Spans may be interpolated. Table 3A.1.2430 Allowable Edge.Bea`_ni`Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms . Hollow and Single. Self -Mating Beams Tributary Load Width Y-0" T-0"-- 4'-0" 1- 5'-0". 5.0' T-0" 1 8'-0" 1 0'-0". 12'-0" 14'-0" 1 16'-0" 1 18'-0' Allowable Span'L' bandin W or deflection'd - - - - 2' x 4' x 0.050' Hollow 11'-10" d 1 O'4' d 9'-5" d 8'-9" d 1 8'-3". d T40' d 7'.6- d 6'-10' b 1 6'-3" b 5'-9" b 5'-5' - b 5'4' b 2" x 5'x 0.062" Hollow - 16-3' d 13'4". d 12'-2' d 11'3' d 10'-7- d 10'4'. d 9'6'' d 8'.11- bi 8'-2' b 7'-71 b r-1' b 6'-8' b 2' x 4" x 0.046' x O.100" 13'-3'. d 11'-T d 10'6" d 9'-9' d 9'-1• b 8'-5' -b 7'-10' b T-0' b 1 T-5' b 5'-11' b 5'-7'- b 5'-3' b 2' x 5' x 0.050".x 0.100' 16'.5" d 14'4" d 13'4r d 1r-t• d 11'-1" b 10'4" b- 9'-8- b 8'-7' b T-10'. b T-3" b 6'-10" b 5S' b 2" x 6" x 0.054" x 0.120" 19'-2- d 16'-9" d 16-3" b 1T-8' to 1Y-5• b 1l'-6" b 1D'-9" b' 91S• b 8'-10' b 8'-2" to T-T b T-2" b 2' x 7-" x 0.055" x 0.120"' 21'-11- d I VA' to 16'6" b 14'-9' b 13'6" b 12'-V b 1 T-8' b. 1 1Y-5• to 9'6" b 8'-10" b- 8'3' b 79" b 2- x 8- x 0.07Y x 0.224" 2T-.1" d 23'6' d 21'6' d 19'-11" d 18'-10• d 1 T-10" d 1 T-1': d 15'6' b 14'.2'- b 13'-2- b 17-3'. b 11'-T b 2' x 9" x 0.072" x 0.224" 29'-9" d 25-11' d 23'-7' d 21'-11' d 20'-7- d 19'6" b 18'.3- b 16'4• b 14'-1 T b 13'-9" b 17.1 I- b 12'-2' to 2" x 9" x 0:082". x 0.306" 30'-10' d 25-11" d 24'6' d 2'_ 4 d 21'-5" d 20'4" d 19'-5' d 18'-0• d 16'-11" d 16'-1' b I VA' b 14'-2' b 2' x 10" x D.092" x 0.369' 3T-1' d 3r5' d 29'-5" d 2T4' d 25'-9" d 24'-5" d 274- d 21'-W d 20'S' d 19'5- d 18'-3' -b 1 T3• b Double Self -Mating Beams Tdbuta Load Width ..` Y-0" T-O" 4'-0" 5'-0' 6'-0" T-0' 8'-0' j 10'-0" 1 12'-0" 1 14'-0" -I 18'-0".. 18'-0" - Allowable Span'L' 1 bandin 'b' or deflection'd - 2' x 8" x 0.072' x 0224" 34'-2" d 29'-10' d 2T-1' d 25'-P' d 23'6" d 22'-S' d 21'6' d 19'-11'"d 18'-10• d it-10• d 17'-l" tl 16'4' b 2' x 9" x 0.07T x 0224" 3T6' d 3r-9' d 29'-9' d 2T-T d. 25'-it'd 24'6' d 23'-T d 21'41' d. 20'-T d 19'6' b 18'-3• b 1 T-2' b 2' x 9" x 0.082' x 0.306" 39'-10' d I 34'-10' d 1 31'6• d I 29'5' d I 2r6' d. 26'3' d 25-1' d 23'4- d 1 21'-11- d 20'-10' d 19'-11" d 19'-2" d 2" x 10" x O.092' x 0.369' 46'-9' d I 40'-10" d I 3T-l' d 1 34'S". d I 32'-5' d 30'-9' d 27-5" d I 2T4". d 1 25'-8' d 24'S• d 23' . d d Sections Tributary Load Width 'IM=Pullin Spacin Y-O- 3.6" 1 4'-0" 1 4'6" 1 F-0- 1 5'.6• 1 6` 6'-8" r-0" 1 7'-6" - Allowable Hel ht 'H' I bandin W or deflectlon'd Y x 2" x 0.044" Hollow 6'-5' b 6-11' b 5'-6' b 5'-3" bi i4'-11" b 4'-9' bl 4'-6" b 4'-4' b 4'-2' b 4'-0', . b 2" x 2" x 0.055" Hollow 76' b 6'-11' b 6'-6' b 6'-1' b 5'-10" b 5'-6' b 54" b 5'-1" 'b 4'-11' to 4'-9' b 3"x 2" x 0.045" - Hollow T-1- to 6'6- b 5-1- b 5'-9" b 5-17 b 5'-2' b 4'-11• b 4'-9" b 4'-7- b 4'6- b 3" x 2" x 0.070' Hollow 9'S7 b 8'-g' b 8'-2" b T6" b T4' b 6'-11" b 6'-w - b 8'-5' to 5-2• b 5'-1 V b 2" x 3" x 0.045 Hollow F-6' b T-11' b T-6' b T-1" .b 6'6' b 6'4" b 6.1' to 5'-10-'-b 5'-W b 5'-5' b 2" x 4" x 0.050" Hollow 9'-1" b 8'-5" to T-10" b T-5" b. TV b-. 6'6" to 6'-5' b 5-2• b 5-11" to 5'-9" - b 2" x 5' x 0.062' : Hollow 11'-9" b 10'-10' to 10'-2' b 9'.-7' b 9'-11'- b v-8' b 8'-3" b T-11• b Tr b T-5' b 2" x 4" x 0.046" S.M.B. 13'-Y b 1 r-Y. b 11'-5' b 10'-9' b 10'-3' b 9.9" b 9'4" b 8'-11' b 8'-W to 64" b 2" x 5" x 0.050" S.M.B.. 15'-9' b 14'-T b 13'-T b 12'-10" b 17-2" b 11'-T b I VA" to 10'-W b 10'-3' b 9.11' b 2' x 6" x 0.050" S.M.B. 165' b 15'-2" b 14'-2" b 13'4' b 17-W b 12'-1' b 11'-T b 11'-2• b 10'-g' . b 10'4' b Y x 2" x 0.044' Snap - T-Ir b T-2' . b 5-9' 6'4' - b 6'-0' b 5'-9' b 56' b F-W to 5'-1" b 4'-11' b 2" x 3" x 0.045' Snap 8'-Ur b 8'-Y b TS". b T-Y b 6'-10' b 6'6' to 6'-3' to 5'-11" b 5'-9• b 54' b Y x 4" x 0.045' Snap- 9'6'r to A0' b 8'-3' b 7-9' b r-5' b T-0.. b 6'-9' - b F6' b 5-3" b- 6'-0' - b 3" x 3" x 0.045" Fluted T-W b T-Y b 6-8' b 64' b 5'-11" b V-S" b 5'-5' b 5'-3' b 5'-1' b 4'-10' b 3" x 3" x 0.060" Square 9'6' to 8'-9- b 8'-2- b T-9- b F-C b 5-11" b V-8- b 6'S'" MTb3" x 3".x 0.093' Square 13'-7' b 1r-T b 11'-10' b 11'-1" b Ur-T b 1'-1' b 9'6" - b 9'-3" b 8'-11'-. b 8' 3'x3"x0.125" Square 16'-3' b 15'-0' b 14'-1• b 13'J' b 1r-T b 11'4T b 1T6' b 11'-0" b 10'-8- b 104"x4"x0.125" Square 20'-11'b 17-F b 18'-2'.b 1T-Y.b 16'-W b 1F-W b 14'-10"b 14'-3' b 13'-9' b 13 nor ssacono wrna guar e< wiam wrrn wrocny;.usmg eesrgn rove or n.0 aver - - - Table 3A.1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #1SF Self Mating Sections Tdbuh Load Width 'iN"6-PullinS adn T-0' 6'-0' - 11 8'-0" - 9'-0" 10'-0" 11'-0" 12'-0'. Allowable Span 'L' I bending W or defledlon'd' Y x 4" x 0.044 x 0.100' 11'-1' b 10'-2" b 9'-S to 8'-9' to 8'-3' b T-10• to T6" b T-2" to Y x 5" x O.O50' x 0.100' 13-T to 12'-S b 11'6' b 10'4'. 'b 10'-2• b 916' ` to 9'-Y b B'-10" b Y x 6' x 0.050" x 0.120' 15-3" to 13'-11' b 1 r-11" b Ir-1' b 11'4' to 10'-9" b 10'-3"' b. 9'-10' -b 2' x 7" x 0.055'x 0.120' 16'6' -b 16-l" b 13'-11" to 13'-1' b 1r4' b 11'-8' b` 11' 2" to 10'6" to 2" x 8" x.0.072' x 0224' 24'-T b 2rS' - b 20'-9" . b 19'-5' b 18'4. b 1T4" - b 16'-7". b' 15'-10" b 2"x9" x 0.072'x0224'. 25'-9' b 23'6' b 21'-9' b. 20'4' b 19'-2' b 16'-3'. b 1T4'. b 16'S' b Y x 9"x 0.08Y x 0.310' 30'-1" b 2T6' b 25'-5". b 23'-10" b 22'S' b 21'-3' b. 20'4' b 19'-5" b Y x.10"x 0.092' x 0.369" 36'-T b 33'-5' b 30'-11• b 28'-11' b 2T-3" b 25'-10" b 24'6' b 23'-7' b Sections .. Tribute Load Width 1M = Pullin S cln T-0" - 3.4" 4'-0" 4' 8" 5.0 . 5-6" 8'-0" 5-0" I T-0• I r4- Allowable He glet 'H' /bandin 'b' or defleetlon'd 2' x 2" x 0.044" . Hollow 5-11' b F-6'. b 5'-1' b 4'-10" b 4'-7' b 4'4" b 4'-2" b 4'-0" b 3'-10' to 3'-sr b 2" x 2" x 0.055" - Hollow 6'-11• to Z-V to 6'-0' b V-8" b 5'4' b 5'-1" b 4'+11' b 4'S' b V-6' b 4'-5' b 3" x 2" x 0.045" Hollow 6'6" b 5-1' b 6'-W b S4" b 5'-1' b CA (r . to 4' 7- b 4'5" - b W-3- b 4'-2' b 3' x 2" x 0.070' Hollow 8'-g' b 8'-1• b T-T b 72' b 6'-0' . b 6'-5' .`b 6'-Y b 5'-11' b 5'-9• to 5'S" b 2" x 3"x 0.045• Hollow T-11" to TS"-. to 6'-11" to 6'6" b 6'-2* b 5'-11" b 5'6' . to SS' b S`-W -b 5'-1' b 2" x 4" x 0.050" Hollow - 8'-Y b T-9' b T-W b 6'-10' b 6'S' b 6'-2" . b 5.11' b 5'6• ' b 5'6" b 5'4" b 2" x 5" x 0.062' Hollow i0'-1 D" b 10'-0' b 8'S' to 8 -10" b V-5" b 8'-0" b 76" b T-4'- b T4"` b 6'-Ur b 2" x 4" x 0.046". S.M.B. 17-Y b 11'4" b 10'-7' b 9'-11' 'b 9'-5" b 74r b 8'6' b 8'-v b T-11 • b T-9- b 2' x 5".x 0.050' S.M.B. 14'-T b IT-W b 12'-7" b 11'-11' b 11'-3" b 1D'-9' b 10'-3' to 9'-11' b 9'-6' b g'-2" b 2" x 6" x 0.050' S.M.B. 16.2' b 14'-0" b 13'-2" b 12'S' b 11'-9" ti 11'-Y •b 10'-9• b 10'4" b 9'-11" b 7-7' b 2" x 2" x 0.044 Snap r-Y b 56" b 6'-3' b 5A V b 5'4' b 5'4' b 5'-1' to 4'-11" 'b 4'-w b 4'-7' b 2' x 3• x 0.045" - Snap B'-Y b T-T b T-1' to 6-8" b 64' 'b 6'-(r b 5'-9' b 5-T b 5'4" b 5'-Y b 2" x 4• x 0.045" Snap 8'-10" b 8'-2" b T6• to T-2" "b 5-10•' b 6'6• b 6'-3' b 5-11" b 6-9" b 5'-T . b 3' x 3" x 0.045" Fluted 72'. b S-7' - to 6-2" to 5'-10' b 5'6" b 5'-3' b F-l": b 4'-10" b 4'6' b 4'6' b 3" x 3" x 0.060" Square 6'.T b 8'-1" b T-7' b T-Y b 6'-1(r' b 5$' b 6'-Y -' b 5-11" b- 5'-B' b 5'-T b 3", x 3' x 0.093" -. Square. 1 r-7' b 1 V-8" b 10'-11' b' 10'4* b- 9'-g• b 9'4' b' 8'-11" b 8'-7- b 873" b T-1 r b 3' x 3" x 0A25" - Square 15'-0' .b 13'-11' b 13'4r 12'-Y b 11'-W b IT-1" b 10'4r b 10'-3- b 9'-10- b 9`-W b 4" x 4" x 0.125' uars 19'S' b 1T-11' b 16-10" b 15'-10" b 16-1" b 14'4' b 13'-9' b 13'-Y b 12'-9' b IZ-4 b d 2 W CO2OZ Z 0 M LIJ U) W W W Z 0' - LU : L Z CL U)> - D 0 Cl) U LL C.0 O W O.2. U N (OC) N W Cr)U fn Z m Notes: - - - - Iw W Q LL 1. Above spans do not Include length of knee brace. Add horizontal distance from uprightto centerof brace to beam connection to the Il.l M ; T _in For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF (56.6 #fSF for Max. Cantilever) Nam; above spans for total beam spans.. W Z Z '-.0 Aluminum Alloy tiOW T6 - - _ - - - 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spend may be interpolated. IX 0 O .; IN 2" x 2" x 0.044" Snap Extrusion ' --' _. 2" x 3" x G.OW Snap Extrusion , - 2. Spans may be interpolated. Q Load Max. Span I ndln 'b' or, deflection' Load Max. span.1:1(bending Word ection'ti LU J Width .( fL) 132 Span 3Span 4Spa nI Width(ft) 162 Span 3Span 4Span Q W Cantilever Cantilever- 5 5- 5' d 6'-6' d T-S' to T-tr d 1 5 r4• d s'-0• d 8'-9• b 1'S• d Table 3A.3 Schedule of Post to Beam Size LU 6 5- 1- d 6'4' b 5-1". -.b. 0'-11- d a - 8'-10' d . 8'-3' b T-11' b P4'. d Aluminum Alloy 6D63 T-6 7 4'. 10' d 5'-10' b 5'-W b 0'-11' d 7 6'4r d T6" b T-5'. b , 1'3' d- q Thru43olts iY If 4' - W d F-5• b 5'•3".--b 0'-1 I':d 8 9 10 11 - 12 6' 3" - d 8'-(r 5'-9' 5'S' 5'3" T-Y b d 6'. W b to 6'- 5' b b 5- 1' b b 'S'- 10--b S-11' to 6-6" b 5-2" b 5'-11• b 5'6" b A 1' 4" T-Y T-1' 1'-1" 1'-(r d d - d - - d _ - d 9 4' 5Y d F-2" b 4'-11' b- 0'-10" d- 111 - 4' 4' d 4'AP b 4'-9' b: 17r10' d 11 - 4'- 2" b 4'6" to 4-6* :b_ 0'-10"'d 12 - 3'- 11' b 4'_5•, 'b 4'4' 3D:_ O;r9"_.. d- 2 x 4' x 0.045 Snap rub on Load width ( ft.) Max. Span ' V1 bonding Wor def! tion'cn- 1 3. 2 Span 3 Spent 4 Spas Max. canillever 5 7- 3'....d 10'6' b' 10'-Y -0b 1'-9" d 6 . 8'- T b 1r-7' 'b 9-3" b-1 V-8". - d T T- 11• b 8' 10', to 8'-7'._b 1'-7" d 8 T- 5' - b 8'4' to 8'-W to 1'4% 6'-11' b T-l(r "b T-7'. b T-5'-- d 10 6- 8" :b 7'-5" b T-2' b 7'-5' d 11 54' - b T-1" - b 6'-10" - to 1'4' d' 12.. 5- 1•.. b. 6' -9' b 6'-T 'b. 1'4• d Notes:- Beam Size, Minimum - Poet Size- Alternate'. Poet Size -. L=DL%" - Minimum Knw grace' Mina# -Knee Brea Screws Mln. Stiching Screws 24" o.e. 114"s318"0 2' x 4" x 0.050" Hollow 3' x 3"x 0.060' Yx 3' x 0.05(r 2 ` Y x 3tx 0.051r 3 #8 8 Self Malin Seems - - - 2" x 4" x 0.040" x 0.1Or 3" x 30 x 0.060' 2'x 3' x 0.050'•"• 2 2' x 3' x 0.050• 3 #8 8 2" x 5" x 0.050" x 0.100- 3" x 3' x 0.060' Y x 3'. x 0.050''•• 2 2' x 3' x 0.050• - 3) #8 8 2".x 6"x 0.050" x 0.120" 3" x 3' x 0.060' Y x 3' x 0.050" -: 2 Y x 3* x 0.05(r 3 #10 10 2" x 7" x 0.055" xD.120" 3"x 3' x 0.060" 2'x 3" x 0.050" 2 2 Yx 3'X0.05(r - 3)#10 10 2" x 7" x 0.055" wt Insert 3' x 3' x 0.093" Y x 3" x 0.050"- - 2 - 2 2' x 3' x 0.05(r 3) #10 10 . 2"x8" x 0.072" x0224" 3'x 3'x 0.093" 2'x4'x0.050"- 3- 2. 2'x 4'x0.051r 3#12 - 12 2" x 9" x 0.072" x 0224" 3' x 3' x 0.093' Y X 5"x 0.050' X 0.100" 3 3. - 2'-x 5" x 0.05T x.0.10D' 3 #14 . 14" 2'x9" x 0.082" x 0.306" 3"x3"x 0.125" - Yx6"x0.050"x 0.120" 4 3- 2" x Wx 0.050" x 0. 120" 4 #14 14'•' 2"x1O" xO.092'xO.389' x4'xO.038"XO.100" YxTx0.055"x0.120' 5 1 4 2' x 7'x 0.055x 0:12D' 6 #14 14• - Double Self Mating Beams - 2 2" x 8" x 0.072" x0224' 2" x 5" x 0.050" x 0.100 4" x 4• x 0:125" 6 - 4 2" x 4' x 0.044' x 0.100• 8 #12 _. 12 2 2' x g' x 0.072' x 0224" 2' x S• x0.050'x0.120 4"x4'x0.125' B ' 4 Yx-6'x0.050'x0.120' 8 #14.-- 14" 2 2" x9'x0.082"x0.306• 2' x 7' x 0.055' x 0.120 4"x4x0.125• 8 6. YX6"XO.O5O'XO.120• 8)#14 14•' 2)2' x10"x0.M'xO.369 2"x8'x0.072"x0.224 4"x 4'x0.125" 10. 8 - 2" x 7"x 0.055'x 0.120' 10)#14 W 6 of OJN r J u w LLWamQ. c c3E 2LUQja. W LL off W y 1 m a) o rZ W i N a uQQ) C A. a) jtomK M m ' rmLUCO mLJs X E o W C_ VO c 1. Above spans do not include length of nee brace. nzontal ..isnce from upnght to, center of xace to beam - - connection to the above spans for total bream spans_. - -r The minimum number of thni bolts le (2) F- - 0- r 2. Spans may be interpolated - - Minimum post /beam may be used as minimum knee brace - O ' 3 m Decrease spacing to 1S' o.c. or 2" x 3'x 0.045' Knee Brace - Min. Length Max Length Y x 2" x 0.04-r 1 1'4' r-0" 2" x 2" x 0.055" 1'4' 2" x 2" x 0.093,.. 1'4• 7-w 2" x 3' x 0.050" 1._W 2'6" 2' x 4" x 0.050' 116". T 0. t F Table 3A.1. 9 P1-140 Allowable Edge Spans - Hollow Extrusions Table 3A.1.3-140 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Table 3A.2.2 Allowable Upright Heights, Chair Rail Spins or Header Spans a for Screen, Acrylic or Vinyl Rooms : For second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #ISF,165.7 #/SF for Max. Cantilever Aluminum Alloy 6063 T-6 Aluminum alloy 6063 T-6 enaa T - - For 3 second wind gust at 130 MPH velocity; using design load of 18.0 NISF 2"......"......._ 2" x 2" x 0.044" 2" z 2" x 0.055- Load Width fl-) Max. Spa n'V1 bendin Wor deflectlon'ti Load Width (ft.)1&2Span Max S on'VI ands b'"deflection d 132 Span. 3Span 4Span Cantl er 3Span 4Span CanUavar 5 4'-7- d- 5'-0'. d 5- b 0'-10" d"- 5. 4'-11' -d 6'-0' d 6'-2' . d 0'-11:' d 6 4'-4" d 5'4' b 5' 2' b. 0'-10' d 6 4'-T d 5'6• d 6-8" b 0'-10" d 7 4'-1" d: 4'-11" b b 0'r9. d 7 4'4- d SS" d' S'3• b 0'-10" d 8 3'-11" d 4'6' b 4'-6- b 0'-9- d B 4'-2" d 5` 1' b 4'-11' b 0'-9' - d 9 3'-10' d 4'4' b 4'-3' b 0'-g- d 9 4'4' d 4'-9" b 4'-7- 'b 0'-9' "d 10 T-8' d. 4'-Y b 4'-0" b 0'6' d 10 3'-11",d V6" b 4'-5' b 0'-9' d T6': b 3'-11'--b 3'-10" b 0'-8"-- d 11 3'-9' d 4'-4' b 4'-r b 0'-9- dLx2E'k T-S b 3'A' b- 3-0" b 0'-8' d 12 3'6' d 4'-r b 3'-11' b 0'-8' d 0.045" 3 x r x 0.070' Load Wig. (k) Max. Span IV I (bandingW or do action' Load Width (It-) Max. Sp en'L' I ndi W or defl action -'d I & 2 Span 3 Span 4 Span cantilever 1 #. 2 Span 3 Span. 4 Span Cantilever 5 _ 6-3- d 6'-5" d 6'-W -b 0'-11'. d 5: 5-10" d T3' d T-5" - d 1'-1" d' 6' 4'41- d 6'-1' d- 5-11" b- 0'-11' d 6 F-T d 6.10' d 11' d 1' 1'- d 7 - 4'-8' -0 6-W -. b ` 5'-W b 0'-1V d- 7- r d S-V d V6" b 0'-11' d a 4'6" d 5'4• b 5'-2" b- 0'-10' d a-- 5'-0' d 5-Y "d 6'-1' b T-11' d 9 4'-T d ` 5'4r b. 4'-10' b 0'-10' d 9. N-10' d 5'-11" b 5'-9' b 0'-11" d 10 4'-Y d 4'-9' , b 4'-T b 0'-9" d 10 - 44r d 5-T. b F-S b 0'-11' d 11 4'-0" d 4'-7' b 4'S' b 0'-9' d 11 4'6" d 5'4' b 5'-2" b 0'-10' d 12 3'-11' d 4'4' .b V-Y b 0'-9• -d 12- 4'S' d 5'-Y b b 0'-10" d 2 x 3" x 0.045" 2 x 4 x 0.050' Load - WL t ()- Max. Span 'L' I (bandingW or deflection.'ti Load Width (ft.) Max. Span'L' bendi W or deflectlon'd Span 3 Span 4 Span, Max.Cantilever 1 & 2 Span 3 Span 4 Span _ Cantilever 5 7"Al" b T-8" -b 1'_3" d 5 : 8'S" d 10'-1' b 9'-9" b 1'-T d 6 T-3' - b 5-1 P b 1'-2' d 6 T-11" d 9'-3' ` b 8'-11" b 1'-T d 7 M4 9' 6'-W 'b 8'-0' b 1'-1" - d 7 T6" d 8'-7' b 8'-3" b 1'-5" d 8- 9-3' b 6'-7" b l'•1'. d 8 T-2' b W-T b T-9" b 1'4' d 9 5-1T b 5'-W b- 1'-0' .. d- 9 6'-9" b T-T b T4' - b 1'4' - d 10 -. 5'-T b SS" b 0'-11" d- 10 6`-Y b T-2' b 6'-11' b 1'-3' d 11 64" -b 5'-r b 0'-1 V d 11 S-T b 6'-10' b S-T - b 1'-3' d 12 4W- b". 5'-P b 4'-11- b 0'-11- d. 12 5-10" b V6- b 6'4- - b I' T d Notes: I. Above spans do not Include length of knee brace.' Add horizontal distance from upright to center of brace to beam " connection to the above spans for total beam spans.- - 2. Spans maybe Interpolated.' Table 3A.1.2-140 Allowable Edge Beam Spans - Snap Sections ` for Screen, Acrylic or Vinyl Rooms Hollow end Tributary Load Width - Single Self -Mating Beams Y-0" I W-O' 1 4'-0" 1 5'.V 1 6' Allowable S mn'L' 1 ndin 'b' or deflection'cr - 2" x 4" x 0.050" Hollow 11'4" d 7-11" d Y-O' d 8'-5' d T-11' d T6'- d" T-2- b. 6'-5- b 5'.10' b 5'-5" b 5'-l' b 4'-9" ' b 2"x 5" x 0.062" Hollow 14'-8' d 12'-10• d 11-8' d 10'-1 D' d 10'-2" d 9'-8' d 9'3" d. 6'-5• b T-8- b T-7" b T-8- b 5-3" b 2" x 4" x 0.046" x 0.100" 12'-B': d 11'-1- d 10A' d 9'4- b B'6' b 7'41' b T4" . b 5-7' b 6'-0" b 5' 7' b 5-3' b 4'-11" b 2" x S" x 0.050"k 0.100" . 16-9' d 13'-9' d 12'-6" d 1 T-5- b 10'S' b 9'-W b 9'-7" b 8'-l' b T-5" b 5-10" b 6'-5" b 6,4r b r x 8" x 0.050" x 0.120" 18'.5'. d 16'-1" d 14'4' b IT-1 Ir b 116' b 10'-10• b 10'.1' b 9'-1" b 8'-3" b r-r b- T-r b 6'-9" b 2" x 7" x 0.055'x.0.120" - 20'-11" d 17"A l" b 15'6" b 13'-10" b 1Y6". b 1 T,9' b 10'.11" b 9'-10" b 8'-11" b 8'-3' b T-9' b T-4' b V x6"x 0.072" x 0.224" " 2V-11' d 22'-9" d 20'-8' d 19'-2' d 18'-0' d 17'-1' d IVA' b 14'-7- b 13'4' b 12'4" b 116" b 10'-11" b r x 9" x 0.072' x-0.224" 28'.6' d 24'-11" d 22'-8' d 21'-0" d 19'-9' b 18'-4' b 17"A" b 15'4'. b 13.1 V b 12'-11' b-12'-l" b" 11'-5" b r x 9" x 0.062"x 0.306" 1 29'-T d 25'-10" d 23'-6' d 1 21'-9' d 20'6' d 19'6' d 18'6• d 1 T4" d 16'3' d 15'-I' b 14'-2' b 13'4" b r x 10" x 0.092' x 0.369" 36-T d 31'-l' d 28'-3"" d 26.2•d 24'6' d 23'S' d 22'S' d 20'-10`d 19'-7" d 18'4' b 1T-2" b 16'-2' b TdbW Load Width Double.Self-Meting Beams Y-0" Y.0" V-0' 5'-0- 6'-0": T-0' - 8'-0" . 10'-0" 1 12'.-0" 1 14'-0' 1 18'-0' 1- 18'-0' Allowable Span'V I bending W or deflection'cr - 2" x 8" z 0.072' x-0224" 32'-9' d. 28'-T d 25'-11.' d 24'-r d 22'-9'- d 21'-T d 20'6' d 19'-r d 18'-0' d 111- d 16'4" b 15'-5" b r x 9" x 0.07r x 022P 35-11' d 31'-5' d 286" d 26'6' d 24'-11"d 23'6' d 276' d 21'-0" d 19'-9' bj 18'4' Ill 1T-1• bl 16'-2- b 2" x 9" x 0.082" x 0.306" 38.3" d 1 37-5- d I 30'4- d 1 28'-2' d 1 26'-6• d 1 26-2- d I 24'-1'. d I 21'-l' di 19'-11' d 19'-1- d 18'-5" d 2' x 10'. x 0.092" x 0.3S9" 44'-Ur d I 39-r d 1 35' 7' d 1 33'-0' d 1 31'-l'. d I 296' d 1 28'73" d 1 25-2- d 1 24'6" d 1 23'-9 d 27 5" d 21'6" d Sections Tributary Load Width W- Pudin Spacln - 3'-0" :. 3'-0' 4'-0- - T-6-r-0" r-s- - T-57 I Ts - Allowable Hei ht 'H' l bandln 'b' or defledlon'cr 2" x 2' x 0.044" Hollow 6'-5" ' b 6.11" b 5'6" bi 5'-3". b 4'-1 V b 4'-9" b 4'-6' b 4'-4" b 4'-2" b 4'-0" b 2" x 2' x 0.055" Hollow 7'-6• b 5-11'rb 6'-6' bi 6'-1' b 5'-Ur b 5'-6' b VA" b 5'-1' b 4'-11" b 4'-9' b 3" x 2" x 0.045" Hollow T-1' b 6'-6' b 6'-1' b 5'-9' b 5'6" b 5'-2' b 4'-11' b 4'-g' b 4'-7' b 4'6" b 3" x 2" x 0.070" Hollow 9'S" b 8'-9" b 8'-Y b 7'-8' b T4" b 6'-11' b 66' b 6'-5' -. b 6'-2* . b 5'-11" b 2" x 3" x 0.045" Hollow 8'-8" b TTF b T6- b 7'-1' b 6'-6" b 6'4- b 6'-1' b 5-10" b 5'-8' b- V-5- b 2" x 4" x 0.050" Hollow 9'-1" b 8'-5' b T-10" b 7'-5' b T-0' b 6'6' b 6'-5' b 6'-2*' b 5'-11' b 5'-T b 2" x S" x 0.062" Hollow 11'-9' b 10'-10" b 10'-2" b 9'-7' b 74" b 8'61 b 8'-3' b 7'-11" b 7"6' b T-5' - b 2"x4'x0.046" S.M.B. 13'-2' b 17-7 b 11'-5' b 10'-9" b 10'-3" b 9'-9"-.b 74' -b 8'-11' b W-8' b 8'4". .b 2" x 5" x 0.050" S.M.B. 16-9"- b 147 b IT-7' - b 12'-10' b 12'-2" b 11'-7' b 11'-1' b 10'-8" -b 10'-3- b 9'-11- b 2"x6"x 0.050" S.M.S.-- 16'S' b 16-T 'b 14'.2- b IT4" b 12'-W b 1Y-1' b 11'7' b 11'-2" b 10'-9' b IV4' b 2"x2"x0.044" Snap T-W - b T-2" b 6'-9' b 6'4" b 6-0- b 5'-9' b 66"- b 3" b-5'-.1" b 4'-11- b 2" x 3" x 0.045" - Snap u-to" b 8'-2" b 7"6' -.b 7'-3' b 6'-10" b W6' b 61-T b 571• b 5-9' b 5'-7- b 2" x 4".x 0.045" Snap 9-V " b 8'-10': b 8'-3' b 7'-9' b 7'-5" b- 7"-0• b 5.9'. b 6'6' b 63- b Fo' b 3" x 3" x 0.045' Fluted T6' b T-2" - b' 6'-W b 6'4' b 5-11". b 5'-r b 5'S' b 5-3" b- F-7' b 4'-10' b 3"x 3" x 0.060" Square 76" b 8'-9" b. 8'-2' b T-9' b T4" b 5-11• b 6'-W - b 6'-5" , b 6'-2' Ill 5'-11' . b 3" x 3" x 0.093" Square 13'-7' b 12'-7" b 11'-10' b 1 T-7" b 10'-7" b 10'-1' b 9'6' b 9'-r b 8'-11"' b 8' 7" b 3" x 3" x 0.125" _ Square 153' b 15'-0" b 14'-1" b 13'-3" b 12'-T b 11'.11• b 11'6" .b 14-0• b 6 -10'" :b 10'-3' b 4"x 4" x 0.125" . Square 20'-11' b 19'-5' b- 18'-r b 1 T-2- b 16'-3-. b 166- b 14'-10" b IV-3" b- 1V-9- b 13'3- b to .[ - , For 3 secema wind gust at 140-16z earn velocity; using design loan of zl.0 WSF consulted on miscellaneous framing beam that spans more than 401. tt is recommended that the engineerbe consu Y 9 Pa 2. Spans are based on 140-1&2 M.P.H. 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 indude length of Imes 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. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #!SF SelfMatingSections TdbW Load Width W - Pudin- 5'W; W.0" -. 1-0" 8'-0".. •9-' Allowable Span W l banding b'.or deflactlon'tr r x 4" -x 0.044 x 0.100". _ 10'.5' b 9'6' b 8'-10' . b 8'-3'' b- 7'-9" bfflb231' T-V -. b S-9" b r x 5" x 0.050"x 0.100" 12'-10" b 11'-W b 10'-10' b W-V b 9'6" b 8'6' b 8-3". b 2"x 6" x 0.050" x 0.120"' 14'4•" b 13'-1' b 12'-1' : b 11'4' b 10'-W b 9'6' b 9'-3" b r x 7" x 0.055" x 0.120" 15'.6" b 14'-2" b IYA" b 12'-3' b 11'-T b b 10'-5' b IV-0' b r x 8" x 0.07r x-0.224" 23'-1" b 21'-1" b 19'6" b' 18'-3• b. 1 T-2' bb 15'-T b 14'-11'b rx9"x0.072" x 0.224" 24'-2• b 2Y•1" b 20'6' . b' 19'-Y . b 18'-1" b b 16'4" b 15'6" b 2" x 9" x 0.08r x 0.310' 28'-T b 25'-10•': b 23'-11'' b 22'4' b 21'-7• b b 19'-1' b 18'-3' b 2' x 10" x 0.092" x 0.369' 344' b 31'4- b 29'_V b 2T-r b 26-7- bb 23'-2' b 22'-2" b Sections Spacln -- - Tributary Load Width W e Pudi"A3--0" T-8" - 4'-0" 4'6- 5'-0" 5--6-8'-0" Allowable Height H' i bendln W or deflection'd' 2" x r x 0.044" Hollow 5-11" b S-W b F-1' b 4'-10" b 4'-7- b 4'4' b 4'-Y b 4'-0' b V-10' b 3'-9" b 2" x 2" z 0.055" , - Hollow 6'-11' b 5-5' b 6'-0' b 5'-8" b 5'4" b 5'-P b 4'-11" b 4'6' b 4'-W b 4'-5' b 3" x 2". x 0.045' Hollow 56' b 6'-1" b 5'6' b 5'4". b 5'-7" : b 4'-10' b 4' 7' b 4'-5' b 4'-r b 4'-2" b 3" x 2" x 0.070" Hollow 5-9' b 8'-1' b T-T b 7"-2" b 6'-9' -b 6'-5' b' S-Y b 5'-11" b 5-9" b- 56' -b 2" x 3" x 0.045" Hollow T-11" . b T-5" b 6'-11' b 66" b 6' 2' -b F-11"' b 5'-W b 5'-5' b 6-3" - b 5'-1".,' b 2' x 4" x 0.050" Hollow 8'-V --b T-9" b T-3' - b 6-1(r b 6'6" b 6'-2' b 5'-11• b 6-6' b 5'6' b 5'4" b 2" x 5' x 0.062' Hollow 10'-10'. b 19-OT b 9'-5" b 8'-10" b 8'-5" b 8'-V b T-W b T4• b T-1- b 8'-10'. b 2" x 4" x 0.046" "S.M.B. 12'-2" b 114" b 10'-7' - b 9'-11" b 9'-S b 9%0" b 8'-W b 8'4'- b 7'-11" b TA" - 6 2" x 5' x 0.060' S.M.B. 14'-7- - b IT-V b 12'-7' - b 11'41' b 11'-3" b 10'-9'b I V-3' b 9'-11"- b 9'-6" b 9'-2" b 2" x 6" x 0.050" - S.M.S. 15-2" b] 6-Wb b IT-2" b 1YS" b 11'-g" b II'-r b 10-9" b 1014" b 9'-11" b 9'-7' b 2"x2"x 0.044" Snap T-2' bb 6'3' b S-1t" b S-T .b 5'4' b S-1" b 4'-11' b 44r b 4'-7" b r x 3" x 0.045 Sna Ir-2' bb- 7'-1'' b V-8' b 64" b 6'-0' b 5'4r b V-T- b 5'4' b 6-r b 2" x 4' x 0.045" Snap 8'-1(r bb 7'6' b T-2' b 6'-10" b 6'6' b 5.3' - b 5'-11" b 5'-9' b 6-T b 3'-x 3" x 0.045" Fluted - T-Y bb 6'-r " b 5'-10" b 5'6" b F-3- b 5'-1" ti 4'-10' b 4'-8" b 4'6" b 3" x 3": x 0.060" S uare 8'-9' bb T-7' b 7'-2" b 6'-10' b 6'6' b 5-2' b 5-11' b 5'-9' b 5-T b 3" x 3" x 0.093" ' Square 12'-T bb 10'-11' b 10'4" b 9'-9" b 9'4' b 8'-11' b 8-T b' 8'3' b T-1 P b 3"x 3" x 0.125" - Square 1 S-0' b b 13'-0' - b 1 T-3" b 1l'-8' b 11'-1" b 10'.6' b 10',T b 9'-10' b 9'6' b 4" x 4" x0.125" S core 19'S' b b 18'-10' b 15'-10' b 15'-T b 14'4' b 13'-9' b 13'-2' b 1Y-9' b 12'4" b dL Q s Z U) U) Z 0' in . W J' W W 2 W J 0 Z W` OdZ U) W eu 44 LL fn mw_ 0_ U LLJ F- i = co WOOCO U D U IN O N Pl to U) _ " ca Notes: to - 2 W Q LL 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam Connection to the : - W M .,t -< OFor3secondwindgustat140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 #/SF for Max. Cantilever) Notes: above spans for total beam spans: W Z LL Z Aluminum Alloy 6063 T-6 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spens may be interpolated. W O 2" x 2" x 0.044'Snap Extrusion . 2" x 3" x 0. Snap-Extmslon .. : 2. Spans may be interpolated. - j Load Max. Span'L'! ndi W or deflectlon'd Load" Max. Span.'L'1 ing W or deflectlon'd ul KJ U Width ( R') 1 & 2 Span 3 Span'.. 4 Span Max_ Width (fL) 1 & 2 S 3 Span 4 Span w Q lJJ CantileverCantileverU) 55-2" a- s-5" d 3• b 0'-11' d s 6- T- 0• . d 6'- T. d 8' 6• b T- 9' b 8'- 2• b, T- V b.. T4• d 1' 3" d. Table 3A.3 Schedule of Post to Beam Size Aluminum Alloy 8063 T-6 w 6' 4'-11' d 5'-1V b 5'-9' b 0'-11' d 7 4.-W , d 5'6".: b. 54• `.-:b. 0'-11". `d 7::.. 6'_3. d T-2- b 6'-11'..b 1'-2. d Thm•Bol4 " 2 8 4'-5" d F-1" b 4'-11• b 0'-10" -d 8 5'-11' d -V-W b V6' b l'-2- d - - - -. 9' . F-W b 6'4• b 6--l' ' b TV, , d - _ - 10 64".- b 5'-11" .b 5-10' b _ 1'-7' d- 11 S-T b S-9' b 5.6"' b 1•-0• d 12 - . 4%11" b S6' - b 5'3" b . 0'-11" d - - distance from upright to center of brace to beam - 9 4'-3" d . 4'-10' b 4'-r b.. V-10- d 10 - 4'-1 b AW' ".b 4'-5" b 0'-9'" d 11 : 3'-11"• 4'-3' . b 0'-9' d 12 "- 3'-9'.. . b 4'-2" b 4'-7' b 0'-W " d 2 x 4- x G.G4Sne resion Load Width ( ft) Max. Span 'Vl(bonding lW "or def! lon'd 1 & 2 Span 3 Span 4 Span.:- Ca Max. 5 8'-10' b 91-10' -b 9'6" b 1'-8' d. 6 8.-1. b . 8'-71.. b.. 8'-8" b .. 1'4' d. 7 T-S.. b B'4"'- b 8'-1";.. b-.. 1-6. d 8 6`41. b. T-9".. -b: T6• _. b 1'-5. .d 9- 6'-T b 7'4" b 7'-1-.. b 1'.4' d 10: 5-3.. b 6'-1 F b 6'-9" b 1-4' d 11 5-11' " b- 6-8. b 6' -5'. b. 1'-3' -d. 12 g.g' b. 6'4"' b. 5-2" b. 1'-3' d Notes:- 1 Above u,ans do not Include length of knee brece 'Add horizontal Basin Size Minimum Post Stu Alternate " Post Size - L= DER" Minimum Knee Brace' Min. # Knee Brea Berewc Min. Stiching - Screws 0 24' mc. 114"e 318's- 2' x 4' x o.050" Hollow 3'x 3' x 0.060" Y x 3' x 0.050""' 2 r x 3' x 0.D50" 3) #8 : 8 Self Mating Seems 2" x 4" x 0.040" x 0.100' 3' x3' x 0.060" r x 3":x 0.050"""' 2 Y x 3' x 0.05(r 3 #8 . 8 2' x5'x0.050"x0.101r 3'x 3'x 0.060" 2"x3"x0.050-1 2' 2"x3"xO.D5(r 3)#8 8 2" x 6" x 0.050" x 0.121r 3" x 3' x.0.060" 2" x r x 0.050' 2 Y x 3" x 0.05(r 3)#10 10 " 2' x 7- x 0.055" x 0.120' 3" x 3"x 0.060" r x 3" x 0.050' 2 2 2" x 3' x 0.050" 3) #10 10 2' x 7' x 0.055" w/ Insert 3"x3"xO.093" Yx 3'x0.050" 2- 2 2"x3"x0.05(r 3)#10 10 - 2' x 8' x 0.072" x 0.224" 3" xr x 0.D9V* `. 2" x 4' x 0.050' 3 2 2' x 4"x 0.050' - 3 #12 12 2" x 9" z 0.072' x 0.224" 3" x 3" x 0.093" 2' x 5" x 0.050" x 0.100' 3 3 r ' x 0.050".x 0.1 D0" x53 #14. 14^ 2' x 9' x 0.082" x 0.306" rx3"z0.125" - Yx6'x0.050'-x 0.12(r 4 - 3 Yx6'x0.050'x0.120' 4 #14- 14^ 2" x10'x0.092'x0.369' 2"z4'x0.038'X0.10 YxTx0.055'x0.120' 5 4 YxTx0.055'x D.120" 6 #14 14^ Double Self Mating Beams- 2 2" x B" x 0.072" x 0224" 2" x 5" x 0.050" x 0.100 4" x 4'. x.0.125" - 6 4 r x 4" x 0.044' x 0.100; B #Ii2 1 . 2 rx9"x0.072'z0224' 2"x6'x0:050"x0.120 4"x4'x0. 12S -- 6 '- 4 rx6"x 0.050'x0.120' B #14 14^ 2 2" x 9" x o.082" x 0.306" 2' x 7" x 0.055" x 0.120 4" x 4' X 0.125" 1 8 1 8 1 r x 6' x 0.050" x 0.120' 8) #14 14^ ' 22' x10"x0.092"x0.369 2'x8"x 0.072"x0224- 4'x4'x0.125" 1 10 1-`8 1 2' x 7" x 0.055' x 0.12W 1 (10)#14 i#14^. W 0O Ict_ to tom Q ZM 2C r^c J LL WLLjm WsiQ. U W G a. W .a LL D U d o O U WS2Q C o a 1) 5 'D ' m i' 6 W m y N E w 0 U >: m connection to the above. spans for total beam spans. - - - - - The minimum number of thru bolts is (2) a t 2: Spans may be Interpolated. ' _ .: - 3 Minimumpost! beam may be used as minimum knee brace O m "R Decrease spacing to 16" o.c. or2" x3•x0.04S : Knee Brace Min. Len Max Length 2" x r x 0.11W 1'4' 2'-0• 2" x r x 0.055" 1'-4" 2'-0" 2" x r x 0.050" 1'6' 2'6• . 2" x 4" x 0.050' 1'6'" 3'-W Z ca m 1r OJ1 o QUQ KO i J LL". 007 SEA i WHEET W 0 4-140 3 a2- 14-2007 OF 10 i Wind - Zone - A I Pt x Post Ancha 4r O.C. Swd • Anchors: 0 -.173 a 10 -14 f4)' ABU4SP1 3O.C.. 140Aj a30 -17AM 44 SP1 3YOA. 8-150 30 -20 1--W I ABU44 1-SPF6/ @ 48.O.R Mexlnium IV profeetlon from last struck", - For stud walls use Ur x S' L-Bolb @ 48' O,C, and Y square washers to ettaoh ade Plate tO foodng. Stud anehms shall be at the sole plate only and cod strap shall lap overtha top plate an b the etude andare and an shall be per manutedurers spedflra0ons, 4 C7[RYawn arznrB uu•w .. -. - I 41pA9ht Strs - mm Beam NO Knee Brace . 2'x2.'x0.W8' 2*XC Yxrx0.030' T.x2x0.050' rx4' 2'x3'x0.050• 3'xrx0.060' rx a'S.M.B. YxTx0.050' 3•xTx0.093' 2".x8'6.M.S. Y.x3'x0.050• 3'xrx0.125' 2'x 9'S.MA rx3'xMOST 4'xU.12S 2'x40'S.M.B: 9'xrx07t25' tl O a' LL Z S L EET p N 1 NOTE: EXTRUSIONS W/ INTERNAL TYPE) FLASHING AS NECESSARY TO SCREW BOSSES MAY BE OR PAN PREVENT WATER INTRUSION CONNECTED W1(2) #10 x 1-1/2' ISOLID) ROOF PANELS (COT PE` BEAM INTERNALLY FASTEN PANELS PRIMARY FRAMING BEAM PER DETAILS IN SECTION 7 AND 1 OR 3A) (SEE TABLES 3A.1.1, 2) HEADER 1-1/2' x 1.112' x 0,080' ANGLE EACH SIDE OF CONNECTING t 6' MAXOdUM PANS OR ® BEAM WITH SCREWS AS ® o LueIr .. COMPOSITE PANELS SHOWN tl PER SECTION 7 6/ IF KNEE B133RACELENGTH h EDGE BFJ1M TABLES: MINI. #8 B.M.S. x 3l4' LONG pp EXCEEDS TABLE 1.7 USE 'wX F z 3AI.I. 2 ® NUMBER REQUIRED EQUAL I CANTILEVERED BEAM N tl N M TO BEAM DEPTH IN INCHES INTERIOR BEAM TABLES pp CONNECTION DETAILS _ U u7l POST TO BEAM SIZE AN ® 3A1 3 SCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3 # OF BOLT.THRU-BOLT HEADER MAY FACE W OR OUT) USE 2 x 3 MINIMUM (SEE TABLE 3A.3 THROUGH POST AND ANCHOR HOIST sTTsucruRE ROOFING W/ (2) #10 x 314' S.M.S. @ it BEAM TO BEAM CONNECTION DETAIL FROM EACH END AND 24' SCALE: 2' =1'-0" r STRAP - LOCATE ® EACH OTC MAX BEAM TO WALL CONNECTION: POST. (2) l W x Y LAO SCREWS @ 24' O. C. (MAX) 2' x "S.M. KNEE BRACE (EXTERNALLYMOUNTED EACH STRAP (2) REQUIRED ANGLE OR RECETVINO CHANNEL EXTRUSIONS WITH \ ANGLES ATTACHED . ( WOOD J 2) #10 x llr SCREWS FRAME WALL W/ MIN. (Z) E O x Q d INTERNAL SCREW BOSSES USE ANGLE EACH SSE FOR r LAG SCREWS PER SIDE OR p toMAYBECONNECTEDWITHTOCONCRETEWI (2) IM* x Z N 2 x 2 TO POST CONNECTION (2) #10 x 1-I lr INTERNALLY ® 2-iW ANCHORS OR MASONRY F- Wtili HOLLOW POST WALL ADD (1) ANCHOR PER z 1/4' BOLT 24' O.C. MAX ® SIDE FOR EACH INCH OF BEAM Z 0 W x "POST MINIMUM#BS.M.S.x3k" ( -1 (q MWITHIN8' OF EACH POST, ® - - LONG NUMBER REQUIRED O DEPTH LARGER THAN 3" W J J_ W FASTEN 2 x 2 POST - EQUAL TO BEAM DEPTH ® Lu }} Q-aj W/ (2) EACH #10 S.M.S. INTO Bf C ALTERNATE CONNECTION: Z a- 0iNWCHE9 ® (1)1314 x1314'x13f4'z118' p D- Q SCREW SPLINES 2' x r x 0.06r ANGLE EACH ( ® EXTRUDED ® INTERNAL TO Uj p p W SIDE (3) EACH #8 S.M.S. EACH ` ® OR SUPER AWALL W/ MIN. TTACHED TO WOOD FRAME W °O toopitt o LEG INTO POST, AND INTO INTERIOR BEAM TABLES". _ f SCREWS OR TO) •CONCRETE Fp. - I Z p W GUTTER MAX DISTANCE TO } N cD z GUTTER (MIN.) HOST STRUCTURE WALL 3A1.3 OR MASONRY WALL WI(3) IW U a. O ` p .a FASCIA AND SUB FASCIA 38• WITHOUTSITE x 2-iW ANCHORS OR ADD (1) p U F } N m SPECIFIC ENGINEERING ANCHOR PER SIDE FOR EACH lY Q INCH OF BEAM DEPTHLU EXTRUDED OR SUPER GUTTER! RISER ALTERNATE 4TH WALL BEAM CONNECTION DETAIL LARGER THAN 3" 8 N Z N CO OR TRANSOM) WALL Q FASCIA (WITH SOLID ROOF) scALE: N.T.U.H LU LL r x s" x 0.07r x 0.224" BEAM BEAM TO WALL CONNECTION DETAIL ap I, SCALE: r -1'-0' SHOWN Z V O sSCALE: r - I'-W N s N o 1314" STRAP MADE FROM J aPLATEyREQUIREDGUSSETPI.A DOORREQIR 1gMATERIAL5, ROOF PANEL (SEE TABLE FOR LENGTH AND SEE SECTION 7) # OF SCREWS REQUIRED) X ® \ XXXXX XX BIHAMS MAY BE ANGLtJ7 FOR WHEN FASTENING 2 x r \\ ®X Xx k XX x >C X x ®\ \ \ HINGE LOCATION * z GABLED FRAMES ANCHOR PER DETAIL FOR PAN X X JTHROUGHGUSSETPLATEXXXXX >c \ vJ OR COMPOSITE PANEL X X ® w LL USE #10 x r (3) EACH MINN.MIN X X X \ 2L FOR NUMBER OF BOLTS AND k X k X X X X k \ 2 x 2 EXTRUSION 2 x 2 EXTRUSION W t, SIZE OF POST (SEE TABLE ®® ®X X XX X XX k X ®® C. p ,LL BEAM AND POST SIZES - 3A3) ®v ® ®kx x X ®k _ SEE TABLES 3A.3) h V ®, k®®® HINGE LOCATION co a 1" x r MAY BE ATTACHED FOR ry V h W C U- n 1SCREENUSING (1) f POST NOTCHED TO SUIT #t O x 1-1 W C 6' FROM TOP ® 6> X ® m ' ^ .2 z AND BOTTOM AND 24' D.C. ® v J ® W N SIDE NOTCH POST TO CARRIER BEAM CONNECTION ®}. y` X ® HINGE LOCATION SCALE: r -1'-0" ALL GUSSET PLATES SHALL ® `. ® 1 C V o BE A MINIMUM OF 5052 H32 ALLOY OR HAVE A MINIMUM ® YIELD STRENGTH OF 23 ka1 \ ® O C :; ROOF PANEL ® NOTES. O I SEE SECTION 7) db DEPTH OF BEAM \ \ ®® \ 1. Door to be attached to structure with minlmum two (2) hinges. O 0da = DIAMETER OF SCREW ¢ 0cc 1314" x 1-&4" x 0.06r - - - - - - - 2d. \ \ ® 1011 STRAP TABLE Z Each hinge to be attached to structure w1th mirdmum four (4) #12 x 3W S.M.S., 0. RECEIVING CHANNEL THRU - ANCHOR PER DETAIL FOR PAN BOLTED TO POST WI THRU (® - \ 3. Each hinge to be attached to door with mintmum three (3) #12 x 3W S.M.S.. z m I OR COMPOSITE PANEL r x 6• x 0.050' x 0.120" \ 9 p i BOLTS FOR SIDE BEAM i ® FOR NUMBER OF BOLTS AND UPRIGHT SHOWN . U O SEE TABLE 3A.3 FOR NUMBER SIZE OF POST (SEE TABLE 4. Bottom hinge to be mounted between 101nchea and 20 rcras from grourxl A p 2OFBOLTS) ® - z ; a6. Top hinge to be motmted between 10 inches and 20 Inches from top of door. O SEA _ .{ NOTES: -. ALL SCREWS .. BEAM AND POST SIZES 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 6. If door location Is adjacent to upright a I- x 2- x 0.04,C may be fastened to uprk* vft #12 x 1" EET SEE TABLE 3A 3) 1- x r MAY BE ATTACHED FOR 2. SEE TABLE 1.8 FOR GUSSETT SIZE. SCREW SIZES, AND NUMBER S.M.S. at 12" on canter and within 3" from end of upright SCREEN USING (1) 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS r x T AND LARGER N 410 x 1-1 lr @ 6' FROM TOP 4. SCREW PATTERN LAYOUT W1 SPACING BETWEEN SCREWS GREATER THAN MINIMUM is. . POST NOTCHED TO SUIT AND BOTTOM AND 24' D.C. ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.. 0 i 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) CENTER NOTCH POST TO CARRIER BEAM CONNECTION TYPICAL SCREEN DOOR CONNECTION DETAIL nGUSSETPLATESCREWPATTERNFORBEAMTOGUSSETPLATECONNECTIONa0 SCALE: 2' - T-0' SCALE N.T.S. 2-14-2007 10SCALE: 2• =1'-D" OF U L'fiitffilF tE•'k`tla tOLiL! CirtUl iflE3l:Si F E3L'SI tL1F;'iLltS/• ETE REQUIRED FOR STRUCTURES ! SUILOINGS OVER 400 SQUARE FEET ONLYCONCRETECAPBLOCKOR114• x 6" RAWL TAPPER, ALUMINUM FRAME SCREEN BLOCK KNEE WALL MAY BE ANCHOR ALUMINUM FRAME BLOCK (OPTIONAL) THROUGH 1' x 2- AND ROW WALL ADDED TO FOOTING (PER 1 TO WALL OR SLAB WITH 1) #40 BAR CONTINUOUS LOCK INTO FIRST COURSE OF BRICKS ROW LOCK SPECIFICATIONS PROVIDED 2500 P.S-L CONCRETE 1/4" x 4" MASONRY BRICK KNEEWALL TYPES WITH APPROPRIATE KNEE 8 x 8 -10 x 10 WELDED WIRE ANCHOR WITHIN 6' OF POST AND IT O.0 MAXIMUM a• ( 1) #40 BAR AT CORNERS AND 1U'-0' O.C. FILL CELLS AND ALTERNATE CONNECTION OF MORTAR REQUIRED FOR WALL DETAIL) MESH (SEE NOTES CONCERNING FIBER MESH) KNOCK OUT BLOCKTOP SCREENED ENCLOSURE FOR BRICK OR OTHER NON LOAD BEARING BRICK WALL ALUMINUM UPRIGHT CONNECTION DETAIL 2) #50 BARS COAT. W13' RIBBON OR MONOLITHIC PSI PEACOURSEWITH DECKROCKCONC. DECK STRUCTURAL KNEE WALL C ( NOMINAL) PATIO CONCRETE SLAB (SEE NOTES' SEE PAGE 2) COVER LAP 23" MIN, FOOTING (IF MONOLITHIC_ 1' W IDE x 0.063' THICK STRAP SLAB IS USED SEE NOTES OF DETAILS) l0 1 8 x 8 -10 x 10 WELDED WIRE EACH POST FROM POST TO FOOTING W1(2) #10 3W CONCERNING FIBER MESH) 4 T - is — j 3-VY e APPROPRIATE MESH (SEE NOTES x 5d MIN Mn t 8' x 8' x 18' BLOCK WALL 12' CONCERNING FIBER MESH) S.M.S. STRAP TO POST AND 1)1!4" x 7-014' TAPCON TO i) #5 0 BARS W13" COVER 18' MIN. TOTAL 1 MAX. 32') 2) #40 BARS MIN. 2-11r OFF SLAB OR FOOTING a TYPICAL) gz,• e a \\\ S\\`4 GROUND w b MIL-VISQUEEN VAPOR KNEE WALL FOOTING FOR SCREENED ROOMS BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS/ BARRIER AREATO BE SCALE 114" r.1•-0' SCALE: 1/2 1'-0' 2• MIN. (2) #S BAR COAT. Z\\`\\ ENCLOSED ALUMINUM ATTACHMENT FILLED BLOCK 1) #5 BAR CONT. a i : ^- • —' r J TERMITE TREATMENT OVER18' MIN. UNDISTURBED OR W W1 N x 32' 12- 2 1 10'-0' 4 " 12' 2 4r 41' 18' 3 8'-0" W 18" 3 N-W 6W 3 72' 30- 4 V-4' CONCR STEM WALL B' x 8" x 16* C.M.U.. rya rrt,wxros sra trry • ' m COMPACTED SOR OF 1) #40 BAR CONTINUOUS za •rn au nua> y , e r7 : UNIFORM 95.6 RELATIVEDENSITY15MPSFBEARING _I uujCORNERS T. BAR AT 4 iNTMINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE CdUY, FLORIDA x'O.C. MAX. FILL CELLS W/ B"12" SCALE: 1rz' a V-W Z Cf) y I 2,5W PSI PEA ROCK TYPE I TYPE 8 TYPE W Notes: 2 F- CONCRETE FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING I. All connections to slabs or footings shown In this section maybe used with the above foolhj.. O Z 8' x 12' CONCRETE FOOTING 0-2' 112" 2' 112' - T•10' > 1'-10' 2. Knee well details may also be used with this footing. Z 0 W n Notes: 3. Ali applicable notes to knee wall details or connection do" to be substituted shag be compiled with. LOCATEE # 5 BAR COAT. 1. The foundations shown are based an a minimum soli bearing pressure or 1,500 psi. Bearing capacity of sop 4. Crack Control Fiber Mesh: Fibemresh m Mesh, InForce" 93- (Formerly Ftbermesh MD) per mauladurees air -}J '—N-t W ti 'YP LOCATE ON UNDISTURBED 0- NATURAL SOIL shall be verified, prior to piecing the slab, by tied soil test or a cog testing lab specification may be used In Ilea olwire mesh. W Z QLU d Z ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR ALL CORNERS 2. The slab 1 foundation shall be cleared of debris, roots, and compacted prior to placement of concrete; 1" EXISTING FOOTING NEW SLAB W/FOOTING W ad N W Notes. 3. No fooling other than 3-1/2' (4' nominal) slab Is required except when addressing erosion and the projection a: - 1. 3-1/2' concrete slab with e x 6 -10 x 10 welded vke mash or crack control fiber mesh: Fibernash a Mash, from the host structure of the carport or path cover exceeds 18'-0', Then a minimum d a Type 11 tooting le of V Q tD trnforoeTM e3TM (Formerly Flbermesh MD) per maufaetura's specification maybe used In lair of wire mesh. required. All stabs shag be 3.1tr (4• nominan thick._ J ch O W Gi 4. Monolithic slabs and footings shell be minimum 3,000 pat concrete with 8 x 6 -10 x 10 wafted wlrs mash orVisqueenvaporbarrierunderslabshavingstruchaesabovecompacteddeanMover (scarified) natural sot \/j //\ // V N C Zr i e:. 90% denagy, crack control fiber mesh: FYxnnesh its Mesh, InForceTM e3TM (Formerly Fghermesh MD) Per maufadtxars \y\\.\\ .. — — — — — — — .... — . — N m & specification may be used 1n Ileu of wire mesh. All slabs shall be allowed to cure 7 days before 4nsfelkng // ¢ U ul . . 2. Local code footing requirements shall be used In of the minimum footings shown. orange Countyloolinga anchoro. (z) #5 BARS roOWEtED NTO r \ \ \ rn F- W U w shall be a minimum of 12' z.16` wNh (2) #50 continuous bare for structures 1 buildings over 400 sq. R . 5. B local building codes require a minimum looting use Type ll facing or faothg sac required by local EXISTING FOOTING W/ EPDXY //\// v\// / / / /\// // //\// //. N Z (q m RAISED PATIO FOOTING code. Local code governs. e• EMBEDMENT, 25"MIN. LAP \, \ \ \ \\.\.\\ \\\ e g W u- q See additional detail for structures located in Orange County, FL) :3 W KNEE WALL FOOTING FOR SCREENED ROOMS AL 1 • • 8. If a carrier beam or fourth wall frame Is required use a Type 11 tooting mnimum TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING Z U SLAB -FOOTING DETAILS SCALE! 112'•ra' ';N SCALE: 112" . V-W Q .' 15 z Nfe J ¢ tu K W # a i uj. W 0 3 z Z : - 0 ' in in 5 O a ul j w i 0 o.. y S z HEET xr, a a 0 2-14-2007 Op V Ou 1. Certain of the following structures are designed to be marred to Site Bulit paac, w000 mud o DCA approved modular strictures of adquate structural capacity. The contractor/ home owner shag verify that the host structure Is in good condition and of sufticlent strength to hold the proposed addition 2. if the contractor I home owner has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer or certified hone Inspection company to vo* host structure capacity fa'drill Moan Root Height' LeadT--.- Cenvarslon span Nutapler 13"np DatM n Lead Convereloa Factor - Span Mu"IP"er f3andhW DeflectionFedor 0.1 131 0.91 0. IA7 0.a3- 0.88 ts'-2o' _ 1.29 0.88 0.92 t.54-' - O.Bt _ 0.87 25 1.34 0.86 0.91 1.6o 0.71 - 0.88 2s • 30' - 1.40 0.85 0.89 1.86 0.78 0.85 30••40' 1.37-- 0.85 a.90 1.61: 0.79 0.85 1' MINIMUM EMBEDMENT INTO TOP) HEADER (SEE NOTE BELOW) FASCIA THROUGH PAN BOXED END 3 EXISTING TRUSS OR RAFTER ROOF PANEL S 8 x 117 S.M.S. (3) PER PAN 10 x 1-112" S.M.S. (2) PER BOTTOM) 1 RISERANDO RAFTER OR TRUSS TAIL CAULK ALL EXPOSED3. When using TEK screws In lieu of S.M.S. longer screws must be used to k 14XX sals head. 4. For Mgh velocity hurricane zones the minknum live bad shag be 30 NSF. S. The sins and capacities or pens and compositeposite panels are from 'Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known. use the 'industry standard" Tables for allowable spans.. 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the anclosed building requirements 7. Composite panels can be loaded as walk on or uniform loads and have, when tested. performed well in either test. The composite panel tables are based on bending properties determined at fl Use larger rneon root twgnt of host strumm or enclosure Values are from ASCE02 Convomlon Table 70 from Enclosed to Partially Enclosed Building Classification p posurs'B" Multipliers for Roofs I Lis DatMcton 1,03 o,s2 taarhdm 1.05 0 90 10 x 3/4' S.M.S. FA O.C. 1-1w EXISTING FASCIA I ROOF PANEL TO FASCIA DETAIL SCALE: 2' = f' 0' FOR MASONRY USE SCREW HEADS 6063 x . 30 x H- 1/Y PLATE OF 8063 TS, 3003 H-14 OR 5052 H 32 SEALANT HEADER (SEE NOTE BELOW) dellecton (Imitof LM80:. 1/4 x t 114" MASONRY ds a. Rol formed roof panels (pans) are designed for uniform loaand can not be walked on unless Is laid across the ribs. Pans have been tested and perform better In wind uplift bads than ANCHOR OR EQUAL go24' O.C. FOR WOOD USE #10 x 1-ItZ - - Q Z ( 1) dead plywood bad + live bads. Spans for pans are based on defisctbn of L /W for high wind zone criteria S.M.S. OR WOOD SCREWS Qi 0 9. Interior wale dr ceilings of composite panels may have IAr sheet rook added by securing the 12" O. 0 i ROOF PANEL Q shoat rockwl 1' fine thread sheet rock screws at 1S" O.C, each way.. 10. Spans may be interpolated between values but not extrapolated outside values. EXISTING HOST STRUCTURE: _ - WOOD FRAME, MASONRY OR OTHER CONSTRUCTION 8 x 1/2' S.M.S. {3) PER PAN BOTTOM) AND ( 1) RISER 0 Z 911. DesignCheckListandInspectionGuidesforSolidRoofPanelSystemsareIncludediniapedionInSedlarl1. TOP) CAULK ALL EXPOSED 0 } guiles farsections2, 3A 14 B. 4 6 5 Use section 2 kmpectbn guldfl for solid root SCREW HEADS 2 Q it 12 Allfasciagutterandcepsshallhavewaterreliefports. caulked w/ ROOF PANEL TO WALL DETAIL N ad rj j 13. AN exposed screw heads through roof panels Into the roof substructure shag be etgcax ALE: 2' 1'-0' U 0 us: sealant: Panel area around screws and washers shall be cleaned with xylens (xyld) or other based cleaner to solvent priorapplyingcaulding.. ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #e x 1/2" LONG CORROSION ss Z 14. AN akunknum extrusions shag most the strength requirements of ASTM 8221 after.powder coating RESISTANT SHEET METAL SCREWS WITH 1l2` WASHERS• ALL SCREW HEADS SHALL BE CAULKED OR U V .X O 6i t SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) THROUGH BOXED PAN WiTH (3) EACH #8 x 1- U m EACH #8 x 1/r SCREW EACH. THE PANS MAY BE ANCHORED 8 9I1&' TEK SCREWS ARE - m 7 Q WOt4J- W Section 7 Design Statement: OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RISER SCREW. x 8 B fA. L1 ALLOWED AS A SUBSTI UiE FOR x 1ir S.M.S. aa Z The roof systems are main force resisting systems and components and cladding In conformance with box 100. 123 130 140 150 d the 20D4 Florida Building Code wl 2006 Supplements. Such systems must be designed using beds for 10 12 12Lit Z U) N components andcladding. Section 7 uses ASCE 7-02 Section 6.5, Analytical Procedure y Components and Cladding Loads. The procedure assumes mean roof height Isms than 30; roof slope 0 J ZZ to 20'; 1 " 0.87 for 100 MPH and 0.77 for 110 MPH or /higher wind bads for Attached Carports and Q O Screen Rooms and 1=1.00 for Glass and Modular Enclosed Room. Negative Internal pressures are INDUSTRY STANDARD ROOF PANELS 0.00 fo ropen structures. 0.18 for enclosed strucures. and usfor partially andosed structtues. A/ EXISTING TRUSS OR RAFTER W x V x 6' 0.024" MIN. BREAK FORMED FLASHING Co pressures shown are In PSF. 1. Freestanding structures with mono -sloped rods have a mtnlmum live bad of 10 PSF. The design u°3 a . vwind loads are those fox an open structure and are reduced by the ASCE 7.02 open mono loped PAN ROOF PANEL 0 factor of 0,75. j 2. Attached covers such as carports, patio Covers. gabled carports and screen roans have a minimum wind I a J Z R w Me bad of10PSFfor100w1401MPHwindzonesand, 30 PSF for 140-2 to 150 MPH zones. 12,00" 2) # 10 x 1-1/2' S M.S OR .« - - - - - .- IL The design windbadeusedareforoperandenclosedstuucures, wind W000 SCREW PER RAFTER a w 3. Glass room roof design bads use a mk&nwn I" bad of 20 PSF for 100 to 140.1 MPH zones and 30 PSF 1w 140 2 to 150 MPH wind zones and wind loads are from ASCE7-02 for glade and 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE 2' " 1' 0' oRTRu3srAIL Z W e . m a i e a o modular rooma. - - 4. For five bads use a minimum live bad of 20 PSF or 30 PSF for 1408 and 150 MPH zones. Wind Section 6.5, Analytical Procedure for,gless modular rooms. ALTERNATE. 10 x 314' S .M.S, OR WOOD W i bads are from ASCE 7-02 and For enclosed structures calculate spans by Glass and Modular room spans for SCREW SPACED ®12" O.C. J toan 2 a 5: partially muftiptykq ca .. Z roll formed roof panels by 0,93 and composite panels by 0.89. EXISTING FASCIA Design Loads for Roof Panels (PSF) Open Structures Mona Sloped 1. 0.47for 90ro100MPH I a 0.77 for 100 to 150 MPH KCpI"0.00 Zone loads reduced by 25% wean Rooms 6 Attached Covers 1 0.57for 20toJOG MPH Ie0.77forfottal3a MPH alto zone : olw a Modulr Eecloead Rooms aRoeovers I-IA0:.. KCpI- 0.15 Zon03 . -.... Overhang I Cantilever All Rooms 11- 1.00 KCpI" 0.16 Zone - Beano Wind F4asure Elrecitve 50 20 1050 AreaM- 3i- Effegfve Arw 20 10 Bale Wind Prsasure Efedive 0 20 Arse 16 Bash Wind Pnaauro Effective 50 20 Ar" 10 100 MPH 13 13-'- 16 2520 23 26 17 ` 23. 21 36 17 27 36 45 110MPH 14 14 17 2021 25 28 IS 27 32 36 is 33".46 55 120 MPH: 17. 17 20 23 25 - 30 , 33 22' 32 . 39 43 22 3a 64 85 123 MPH' 18 17 21 2426 32 35 `. 23 34 41 45-: 23 -- 41 S7 69 130 MPH 20 - zo:. 23 2728 95 39 2e 38- 4s st 26 46 04 77 140-1 MPH 23 23 27 3134 40' 46 30 4R 59 59 30-. 53 14 89 140.2 MPH 23• .. 23 27 3134 40 46 30 44 53 59 30 - - b4 74 89 ISO MPH 28• 28 32 383i 4a 52 34 51 80 a8 34- : 81 85 102 POST AND BEAM (PER d C Ci c 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL TABLES) F In d g m 3 SCALE Z"- 14r Z z 1 ALTERNATE MOBILE HOME FLASHINGcr FOR FOURTH WALL CONSTRUCTION 0 a FLAN ROOF PANELS SCALE: 2' Q V4r p W CLEATED ROOF PANEL n F SELECT PANEL DEPTH FROM SCALE:. Z- a T-w ALUMINUM SKIN INSTALLATK)N INSTRUCnONs: E O F TABLES E.P. S. CORE A PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. SE z Mlnlmum "vetoed of 30 PSF mosols In Mgh Wnd veloe tyzones, B• `s ttre foldv4n B, SLIDE V TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP, SAME PLANE AS SLOPE OF ROOF. m HEET m from ttte Exposure a able 78 oxn To convert xposu b cis abovetoExosureCorD9eTgpu'i = """"""" ":'::'::.'....... ' :::'. SIDE CONNECTIONS VARYpRIP EDGE MUST MAINTAIN .. . pails• z :^:ii..........::.... a... ......::r.:::::: (DO NOT AFFECT SPANS) ` F- C. FASTEN HEADER TO FASCIA 80ARD WITH #10 x 1' SCREWS 6" O.C. STAGGERED DETAIL ABOVE) p a Anchors for composite panel roof systemswarecomputedonaloadwidthofIVand16' pro)ectio n wilt TOP AND BOTTOM (SEE a T overhang: Any greater bad Width shall be site spectb 48.00 D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM r 1 COMPOSITE ROOF PANEL INDUSTRY STANDARDI SYSTEM ONLY. DO NOT ATTACH TO HEADER HEADER IS USED AS FLASHING ONLY. 2 14-20 7 0 U SCALE: 2' =1.0- OF Q i s Wax lir ALL PURPOSE 8 x 112' S.M.S. SPACED SCREW 0 12" O.C. _ a- O.C. BOTH SIDES CAULK BREAKFORM FLASHING § EXISTING TRUSS OR RAFTER ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER 10 x 1.112' S.M.S. OR WOOD 6" x T x 6 0.024 MIN. BREAK — 6` 10" WOOD SCREW (2) PER :::::.;:. • ::. • • FORMED FLASHING RAFTER OR TRUSS TAIL q y ROOF PANEL' 10 X 314' S.M.S. OR WOOD SCREW SPACED 0 Ir O.C. ROOF PANEL EXISTING FASCIA 2) #it) x i-112"S.M.S. OR ,I WOOD SCREW PER RAFTER ......,z.a ......... 3' COMPOSITE ROOF PANEL TO FASCIA DETAIL OR TRUSS TAIL ......: :: ::^::::i{ti ROOF PANELZ (SEE SPAN TABLE) EXISTING HOST STRUCTURE SCALE: 2" = 1'4r #14 x UY WAFER HEADED ALTERNATE --- S.M.S. SPACED 12. O.C. #10 z 3µ' S.M.S. OR WOOD WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SCREW SPACED 1TO.C. STRIP SEALANT BETWEEN SCREW #10 x ('t + 1f2') WI FASCIA AND HEADER FOR MASONRY USE EXISTING FASCIA 1-114" FENDER WASHER 1/2" SHEET ROCK FASTEN TO 2) i/4' x i-1µ" MASONRY I ANCHOR OR EQUAL C 1Y O.C. PANEL W! 1' CREWS 16' SHEET ROCK SCREWS iG WHEN SEPARATION BETWEEN I, FOR WOOD USE: •••••••aC 'FOR FASTENING TO ALUMINUM USE TRUFAST p03T AND BF_MA (PER n o-::.::;: O.C. EACH WAY DRIP EDGE AND PANEL IS 14 x 1-11Z' S.M.S. ORWOOD - HD x 'C +3/4') AT 8` O.C.FOR UP T0130 MPH FLOOR PANEL ( TABLES) LESS THAN 3/4" THE CRASHING SCREWS 0 lr O.C. } ; '; r : a ? ::::: - WIND SPEED "D" EXPOSURE; 6' O.C. ABOVE FASTENING SCREW SHOULD J 130 MPH AND UP TO A 150 MPH WINO SPEED BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED D' EXPOSURE THE EDGE OF FLASHING 1. COMPOSITE ROOF PANEL$ NOTES: ROOF OR FLOOR PANEL TO WALL DETAIL ALTERNATE MOBILE HOME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS O Z SCALE- r - r o' FOR FOURTH WALL CONSTRUCTION" scALE • ?" = r a' Z O Lu WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE j POSSIBLE ONLY. IS% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS 1: FLASHING TO BE INSTALLED A MIN, 8' UNDER THE FIRST ROW OF SHINGLES. 5i J t (1 SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THEAOST STRUCTURE SHAH HAVE MINIMUM 1-IW SCALE: 21 - VO 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL Lu Q d Z3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. OWASHERSORSHALLBEWASHERHEADEDSCREWS. INSTALLATION INSTRUCTIONS: 4, FLASHING WILL INSTALLED UNDER THE FELT PAPER WHEN ,`.i - — HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANE: OR PAWS DEPTH r. THE WALL THICKNESS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W N F- a SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANE_ WALL THICKNESS. HEADERS A. PLACE (2) BEADS INSTALLED. Q' V ~ SHALL BE'ANC HORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL DER DRIP EDGE DO NOT PUSH DRIP EDGE UP. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS u ,J Z QV W CONNECTED TO, THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC B. SLIDE 1 TAB T TOP OF HEADER UN V — N Q z FOR AMAXIMUM POSSIBLE -SPAN OF -THE ROOF PANEL FROM THE HOST STRUCTURE. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. MORE THAN i' THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TOTNIS = U O SECTION 1606 DROP. WITH #10 x 1' SCREWS @ 6' O.C. STAGGERED T, WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED.12' Q O Nul a ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND USE THE FOLLOWING C. FASTEN.HEADER TO FASCIA BOARD .03 MIL ROLLFORM OR W BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE y F- - N 0 3 CONVERSK)N: TOP AND BOTTOM (SEE DETAIL ABOVE) FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. S N Z LL 100 -123 130 140 . 160 D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND 8.. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 112' v IW BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING SEPARATION MINIMUM. w z ONLY. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR Z U g REMOVE RAFTER TAB. TO D N HERE W J REMOVE ROOF TO HERE Q 8 x 1l2' S.M.S. SPACED r7 PAN RIB MIN. (3) PER PAN HOST STRUCTURE TRUSS OR RAFTER a EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 1' FASCIA (MIND HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME 10x 1.11Y S.M.S. OR WOOD < 2 wTHICKNESSASPAN (MIN.) J SCREW (2) PER RAFTER OR < i ANCHOR TO FASCIA AND TRUSS TAIL n n RIZER OF PAN AS SHOWN o 8 x 314' SCREWS 08.O.C.. 1' FASCIA (MIN.) C1 d LL 1-112' x 118' x 11-1IY PLATE OF #8 x 1!Y SCREWS @ EACH RIB HOST STRUCTURE 6063 T-S, 3003 H-14 OR 5052 .. %%% #10 x 1.11Y S.M.S. @ il6' O,C, cc C $ H32 ROOF PANEL w HEADER ` ` 0.040 ANGLE WI #8 x 1/X m z a S.M.S. ® 4 O.0 NEW 2 x _ FASCIA COMPOSITE ROOF PANEL (I j N g 9 w 0 REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL m n +: ` ::;::{ rr ii :;;;::{ .:::::::.::...:.... r w p m o z 2- x SCALE: 2"- 110 — — — EL' REMOVE RAFTER TAIL TO HERE { i z REMOVE ROOF TO HERE 1-112 x IM" x 11-11Y' PLATE OF 6063 T-5, 3003 H-14 OR 5052 , • J 4vu E 8x lirS.M.S. SPACED y P 8` O.C. BOTH SIDES H32 HEADER (SEE NOTE BELOW) O 08x11YS.M.S. a 8' O.C. EXISTING TRUSS OR RAFTER 8 x (d+112) S.M.S. 8'A.C: FLASH UNDER SHINGLE HEADER (SEE NOTE BELOW) O w FOR MASONRY USE FOR MASONRY USE Z m EXISTING HOST STRUCTURE: lW x l-114' MASONRY - 114: x 1-114" MASONRY U 10 X 1=11Y S.M.S. OR WOOD WOOD FRAME, MASONRY OR ANCHOR OR EQUAL SCREW 2 PER RAFTER OR ANCHOR OR EQUAL O .......... ...................:: . OTHER CONSTRUCTION EXISTING HOST STRUCTURE: w 24' O.C.FOR WOOD USE WOOD FRAME, MASONRY OR 24' O.C.FOR WOOD USE LL ,( tOx1-1l2'S.IM.S.ORWOOD z10x1-112' S.M.S. OR WOOD a SE TRUSS TAIL ..+. r.::•;:,ip,;p::•:::•':}.;;;:•:{^:?:{ OTHER CONSTRUCTION . 1Y O.C. < - SCREWS 0 12- O.C. SCREWS. . x HOST STRUCTURE COMPOSITE ROOF PAN ALTERNATE ROOF PANEL TO WALL DETAIL ItET/ scALE: 2• = r o" - ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL n HEADER ~ ROOF PANELS SHALL BE ATTACHED TO THE HEADER W1(3) EACH #8 x Ire LONG CORROSION RESISTANT SCALE: 2' NEW 2 x — FASCIA S.M.S. W1 Itr WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET O !C BETWE EN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W1(3) EACH 0 PANS MAY BE ANCHORED THROUGH BOXED PAN WI (3) EACH #8 x I"OF THE ABOVE SCREW TYPES AND 48 x (d+1l2') LONG CORROSION RESISTANT S.M.S. < V 3 REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL THE ABOVE SPECIFIED RIB SCREW. 2-14.2007 of I SCALE: 2' = T-0" I I J 3) #8 WASHER HEADED w a ` II A ' RAFTERS J EXISTING TRUSSES OR SCREWS W! 1' EMBEDMENT CAULK ALL EXPOSED SCREW 8 x 11Y WASHER HEADED A B II B HOST STRUCTURE - - - - HEADS AND WASHERS CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT - - - - - - - - - - - HEADS SCREWS ®8' O.C. — --II ALUMINUM FLASHING A LUMBER BLOCKING TO FIT FASCIA OF HOST STRUCTURE RISER PANEL UNTREATED OR PRESSURESEALANTUNDERFLASHINGI Z TREATED W! VAPOR BARRIER PLYWOOD ! OSB BRIDGE O ALL LUMBER #2 GRADE OR 3" COMPOSITE OR PAN ROOF FILLER (I 2" x RIDGE OR ROOF BEAM BETTER SPAN PER TABLES) a ( SEE TABLES) n II II (OPTIONAL) NON-SPLICEDCED PLATE PLAT SCREEN OR GLASS ROOM WALLS iV4* OR LESSWALL (SEE TABLES) PROVIDE SUPPORTS AS PAN TO WOOD FRAME DETAIL REQUIRED SCALE: 2- I'-W W !VARIES FOR FASTENING TO WOOD ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL USE O.CTRUFF T U x (" P + 1 MPH AT8`O.C: FOR UP TO 130 MPH TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES WIND SPEED EXPOSURE "D'; G UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB O.C. FOR ABOVE 130 MPH AND COMPOSITE PANEL I coMPos( rE ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION up. 150 MPH SPEED 8 x'C +l/P LAG scREWS W/ 'PLAN VIEW _ EXPOSURE "D z 1- 1/4rO FENDER WASHERS N 02x2 SCALE: 1/8'=1'0 - r::.:::.::a:• 8 O.C. THRU-PANEL INTO 0 30# FELT UNDERLAYMENT W/ z 0 W 220# SHINGLES OVER 0 2' X r x 0.0+I HOLLOW EXT. CUT PANEL TO FIT FLAT COMPOSITEPANELS } N ul IN LAG AGAINST EXISTING ROOF.. W - -1 -j M . LNGd x4018" Z b! R INUNDEFLASHINGSCREW FOR1-1/2" EXISTING FASTENERS PER TABU 3&8 - O_ EMBEDMENT ( MIN.) MfiO EXISTNJG AND NEW SHINGLES 0 ' MIN. 1-1l2" PENETRATION UNTREATED OR PRESSURE i j _ RAFTER OR TRUSS TAIL TREATED Wl VAPOR BARRIER W e$ o (n 1 ALL LUMBER #2 GRADE OR Ir V M (DID CONVENTIONALaCONVENTIONALRAFTEROR2x4RIDGERAKERUNNERBETTERI35JzOwFOR FASTENING COMPOSITE PANEL to TO - TRUSS TAIL TRIM TO FIT ROOF MIN.1"® (OPTIONAL) DOUBLE PLATE U } - tV ALUMINUM USE TRUFAST HD x (T 3/41 AT IY - p FASTEN WINSIDE es! (2) t78 x 3" DECK (FOR NON -SPLICED PLATE Q W R O. C. FOR UP TO 130 MPH WIND SPEED "D' % SCREWS THROUGH DECK WALLS 18'-0' OR LESSLd EXPOSURE; W. O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR J INTO EXISTING TRUSSES OR 8 (n-Z to m TO A 150 MPH WIND SPEED Ir EXPOSURE. TRUSS ROOF RAFTERS tu COMPOSITE PANEL TO WOOD FRAME DETAIL j W WEDGEROOFCONNECTIONDETAILp . A .SECTION VIEW _ _ gg SCALE: T 1'-0" w z O SCALE: 2" 1'-0' SCALE: 1/2" m 1' 0" _ - 04 U. . 9 J PLACE SUPER OR EXTRUDED U Q : 3 RIDGE BEAM GUTTER BEHIND DRIP EDGE w 5 3" PAN ROOF PANEL N MIN. SLOPE i/4 : T) COMPOSITE PANEL BEAM (SEE TABLES) 3) #8 x 3/4" S.M.S. PER PAN Wl O t0 2" x V FOLLOWS I EXISTING TRUSS OR RAFTER 314' ALUMINUM PAN WASHER 2 3 1' x 2" OR 1' x 3" FASTENED REMOVE EXISTING SHINGLES ROOF SLOPE - TO PANEL W/ (2} 114' z 3" LAO UNDER NEW ROOF CAULK EXPOSED SCREW ' J w 11 5t 10 x 2• S-7.M.S. 1Y O.C. HEADS U " SCREWS WI WASHERS - - - - - oo zzzz FOR 140 & 150 MPH USE 12 - - - - SEALANT U d 8 2) 318" x r LAG SCREWS o U. 5 1 114' x W LAG SCREW (1) PER W! WASHERS Q 8 EXTRUDED OR TRUSS ! RAFTER TAIL AND m B - B -ELEVATION VIEW EXISTING FASCIA SUPER GUTTER I W x W LAG SCREW MID WAY w C. V N '0 SCALE: 1C2"=1' 0" SEALANT BETWEEN RAFTER TAILS, a m {r° _ a, a T!] •• 2_ I 03 ATTACH To ROOF w SUPER OR EXTRUDED GUTTER Lu x RECEIVING CHANNEL AND EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 - a 8) # 10 x i" DECK SCREWS -- w C `j O c O POST SIZE PER TABLES SCALE: 2" = 1'-0' AND ( 8) #10 x 314" S.M.S. ° a INSTALLW! EXTRUDED OR EXISTING FASCIA PLACE SUPER OR EXTRUDED i- i Z i BREAK FORMED 0,050' GUTTER BEHIND DRIP EDGE z z ALUMINUM U CLIP W/ (4) /4• x EXISTING TRUSS OR RAFTER SEALANT RIDGE BEAM I 1-112 LAG SCREWS AND (2) #10 x 2' S.M.S. Q 12' O.C. 114" x 4" THROUGH BOLTS TYPICAL) 1/2" 0 SCH. 40 PVC FERRULE 82 v a TRUSSES OR RAFTERS SEALANT s ul 2) 114' x 4" LAG SCREWS AND - - (1) # 8 x 3/4" PER PAN RIB z m ! 2" x 6" I WASHERS EACH SIDE - - - - - U SLOPEi - - - - - ONLYCAULK EXPOSED SCREW s HEADS ' A RE O EXISTING ill" OR 7116" 3" PAN ROOF PANEL m !i IV SHEATHING POST SIZE PER TABLES EXTRUDED OR (MIN. SLOPE iW .11 HEFT ` POST SIZE PER TABLES I INSTALL.WI EXTRUDED OR 114' x 8" LAG SCREW (i) PER SUPER GUTTER I BREAK FORMED 0.050" TRUSS ! RAFTER TAIL AND 3" HEADER EXTRUSION t ALUMINUM U-CLIP W1(4)11V x IW x 5- LAG SCREW MIDWAY FASTEN TO PANEL W1(3) N x 1- 1/T LAG SCREWS AND (2) BETWEEN RAFTER TAILS #8 x 112" S.M.S. EACH PANEL ao } 1 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION ( 1 a" x a THRouGH BOLTS FRONT WALL ELEVATION VIEW(TYPICAL) SUPER OR EXTRUDED GUTTER o SCALE: 114" = 11-0" B - B - PLAN VIEW EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 a A j SCALE( : 112" =1'-0' SCALE: 2" = 1•-0, 2-i4-2007 OF t BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 3/4'0 HOLE BEHIND DRIP EDGE 910 x 4' S.M.S. W/ 1-112"0 GUTTER FENDER WASHER 012" D.C. PAN ROOF CAULK SCREW HEADS & EXISTING TRUSS OR RAFTER WASHERS SEALANT ... ........: CAULK EXPOSED SCREW HEADS10xYS.M.S. 24' O.C. 3' COMPOSITE ROOF PANEL 1/4' x W LAO SCREW (1) PER ( MIN. SLOPE 1M :1l L TRUSS I RAFTERTAILs1/2' 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: r = 1'-0 OPTION 1: r x _ x 0.060• STRAP ® EACH 318• x 3-1 /r LOUVER VENTS — — — — — — — — — — — COMPOSITE SEAM AND 1/2 OR 3/4'0 WATER RELIEF WAY BETWEEN EACH SIDE WI FASCIA COVERS PAN $ SEAM HOLES REQUIRED FOR 2-112' _j CAULK EXPOSED SCREW 1 HEADS (3) #10 x r INTO FASCIAAND OF PAN & ROOF 2' x 6• S.M.B.WI (4) #10 Q 3) # 10 x 3!4` INTO GUTTER ER3 r RISER PANS RECEIVING CHANNEL OVER S.M.S. @ EACH ANGLE PLACE SUPER OR EXTRUDED BEAM ANGLE PROVIDE 0.080• GUTTER BEHIND DRIP EDGE OPTION 2 SPACER 0 RECEIVING CHANNEL SIDE O H 1/ 4' x 8` LAG SCREW (1) PER CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL Z TRUSS I RAFTER TAIL IN 1/2'0 #10 x 2-1/Z' S.M.S. RAFTER MUST REMAIN FOR ANGLE Z p . W SCH. 40 PVC FERRULE TAILS OR 0 r O.C. MAX W/ STRENGTH cX J W 2' x B• SUB FASCIA SEALANT GUTTERS FOR 2-1/2' AND LARGER PANS SHALL HAVE A 3/4'0 HOLE OR A 3V x C LOUVER p Q 0- O- Z ROOF PANEL 10 xr S.M.S. ® ?A•-O.C. 3• COMPOSITE tr FROM EACH END AND 48.O.C. BELOW THE PAN RISE BREAK TO PREVENT WATERul MIN. SLOPE 114• :1 BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) (Ij ja p (=j3 SMALLER THAN 2-1/2' ALSO SCALE: 7 a l%0` V p tti g cm a WHEADEREXTRUSIONv EXTRUDED OR S 04 EXISTING TRUSS OR RAFTER FASTEN TO PANEL W/ 0 SUPER GUTTER #B x 112' S.M.S..EACH SIDE ( i QW UW EXISTING FASCIA C it O.C. AND FASTEN TO SEALANT GUTTER W1 LAG BOLT AS PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL 8 N w N ` 1 SHOWN SCALE 2"- 1'-0` w ! s EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 ItN SCALE- r a 1to 0' PAN ROOF ANCHORING DETAILS o J a RIDGE CAP SEALANT FLASHING 0.024. OR 28 GA PAN HEADER (BREAK ' GALV. FORMED OREXL) 8 x 911t3' TEK SCREWS 0 HEADERS AND PANELS ON t0:.'. I PAN RMS EACH SIDE BOTH SIDES OF BEAM FOR GUTTER BRACE 0 7.0' OIC ^ C' GABLED APPLICATION < CAULK ALL EXPOSED SCREW w IL ?S. CAULK 2' x 2' x 0.08' x BEAM DEPTH + — — — — — — - — — — HEADS d WASHERS _ 4-ATTACH ANGLE - A! TO SLOPE FASCIA W/ 23/8' LAG #B x 1/Y S.M.S. (3) PER PAN U d a O 1 SCREWS EACH ANGLE - AND (1) AT PAN RISER ALTERNATE CONNECTION PAN OR COMPOSTS ROOF o C B x 1- 114• SCREWS (3) PER PANEL w T M.B( 4)PAN INTO BEAM THROUGH m h 10 S.M. S. 0 EACH ANGLE BOXED END OF PAN AND q8 x 1/2" S.M.S. (3) PER PAN In q. 1•g• z EACHSIDE ® HEADER ALONG PAN BOTTOM udj LLI w COMP RooF ROOF PANEL TO BEAM DETAIL OF J c o . SUPER OR I— A 8 WHEN FASTENING TO SCALE: Y =1'4r' a 3 HEADER EXTRUDED ALUMINUM USE TRUFAST HD x GUTTER SOFFR (,r+ 3/4') AT W O.C. FOR UP FOR PAN ROOFS:. Z F o ' CAULK TO 130MPHWINDSPEED ; ;' ::::..:........ (3) EACH #8 x 1/2' LONG S.M.S. a r x 9• BEAM / A = WIDTH REQ FOR GUTTER EXPOSURE'M 6` O.C. FOR PER 17 PANEL WI tq ABOVE 130 MPH AND UP TO, {i . ..:::: ..... ..........:: ALUMINUM PAN WASHER o 0 B = OVERHANG DIMENSION150MPHWINDSPEEDaitIL2) #10 z 112' S.M.S. 16" O1C r 0 HOLE EACH END FOR EXPOSURE'D' a w FROM GUTTERTO BEAM WATER RELIEF BEAM TO WALL CONNECTION CAULK ALL EXPOSED SCREW 2) r x r x 0.06W EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W1 MIN. (2) 3/8' x 2' HEADS 8 WASHERS ROOF PANEL PER TABLES SECTION 7) 0- LAG SCREWS PERSIDEOR (2)114' x 2-1/r CONCRETE ANCHORS TO CONCRETE OR MASONRY : FOR COMPOSITE ROOFS: MIA WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' #10 x (I + tlr) S.M.S. W/ SUPPORTING BEAM ce SE o . z 1. 114.0 FENDER WASHERS ; (PERTABLES) ALTERNATE) (1) vwr x l v4' x 1-314' x lAr INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) @ 1Y O.C. (LENGTH m SHEET 318` x 2' LAG SCREWS PER SIDE OR (3)1I4- x 2114 CONCRETE ANCHORS TO CONCRETE OR PANEL THICKNESS + i SUPER OR EXTRUDED GUTTER TO x" X 9" BEAM DETAIL MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3• ROOF BEARING ELEMENT a SHOWN) AND 24- D.C. (81 m SCALE: Y =1'- 0" NON -BEARING ELEMENT (SIDE WALLS) 8 ® a CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL ROOF PANEL TO BEAM FASTENING DETAIL < 0 ,, SCALE. 2- = 1•- 0' SCALE: r = T-0' 2-14-2007 pp 10 © ` 3 0,024" x 12" ALUMINUM BRK # 10 x 4" S.M.S. W/ 114 x I.1/2 a °u MTL RIDGE CAP S.S. NEOPRENE WASHER @ COVERED AREA AgiOr 8" O.C. TAB AREA SEALANT VARIABLE HEIGHT RIDGE -.'..'............ 318' TO ill' ADHESIVE BEAD BEAM EXTRUSION FOR A 1' WIDE ADHESIVE A A 8 x 8116' TEK SCREW Q 8' O.C. STRIP UNDER SHINGLE I fol SUBSEQUENT ROWS CAULK ALL A ROOF PANEL I - I HEADS ANDWAASSHERS ,+'"STARTER ROW COMPOSITE PANEL W! EXTRUDED OR BREAK 3)114"0 THRU-BOLTS If".) PLACE CAPHSEALED IN PLACE W/ADESNIVE OR 118• x 3' x 3" POST OR SIMILAR I I SCREWS , 8 x 8116" TEK SCREW @ G SEALANT BEADS D.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM Cd1 POST DETAIL PROFAB COMPOWE ROOF PANEL WITH SHINGLE FINISH DETAIL s SCALE: N.T.S. SCALE: 2"- P-0 J 0.024" X 17 ALUMINUM SRK FASTENING OF COMPOSITE Q ADHESNEMTLRIDGECAPPANEL' ATTACH SHINGLES TO COMPOSITE ROOF PANELS WRH INDUSTRIAL •. Z w APPLY ADHESIVE IN A CONTINUOUS BEAD 31W TO 1f2• DIAMETER SO THAT THERE IS A 1" WIDE N VARIABLE HEIGHT RIDGE '• SEALANT STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE CLEAN ALL JOINTS AND ROOF PANEL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER, s ~ BEAM EXTRUSION Z O W 8 x 9116' TEK SCREW G 8•. ' FOR AREAS UP TO 120 M.P.H. WIND ZONE: O.C. J ujJ -j1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLEaATMIDCOVEREDAREAANDONEUNDERTHESHINGLEATMIDTABAREASTARTERSHINGLE W Q a Z ROOF PANEL CAULK ALL EXPOSED SCREW ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE HEADS AND WASHERS 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WRH THE TABS FACING IN THE DOWNWARD Lu efj ca dDIRECTIONOFTHEROOFSLOPEWITHONESTRIPOFADHESIVEUNDERSHINGLEATMID a 2" x SELF MATING BEAM COVERED AREA ti H V COP- I1W WELDED PLATE SADDLE FOR AREAS ABOVE 120 M.P.H. WIND ZONE O W co Wl (2)1l4" THRU-BOLTS 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDERTHE SHINGLE ( N p 5 REBAR IMBEDDED IN TOP AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH V L) 3 N Cal , 3 OF CONCRETE COLUMN (BY • " THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE a • ' • ' 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO . Q W mOTHERS) 8 j W LL aSTRIPSOFADHESIVEATMIDCOVEREDAREA - gWHENFASTENINGTOALUMINUMUSETRUFASTHDx(T+314'ATIrO.C,FOR UPTO130MPH WIND • ADHESIVE: BASF DEGASEALTM2000 Z $ S SPEEDEXPOSURE •D•; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" cc V PANEL ROOF TO RIDGE BEAM A CONCRETE POST DETAIL COVERED AREA N a SCALE: 2"- V-a" -J TAB AREA W/ 1" ROOFING o m NAILS . to Q INSTALLED PER 4 MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION E I o d MIN, ROOF SLOPE 2:12 N 2 to 8 x 1W CORROSION o w Ij RESISTIVE WASHER HEADED 0. 024 ALUMINUM COVER PAN SCREWS @ 24" D.C. o U W OR CONTINUOUS ALUMINUM ALTERNATE #8 x 1/2" S.M.S. SUBSEQUENT ROWS SHEET W/ 1!7 0 WASHER _ 3f8, TO 1/2• ADHESIVE BEAD w Qi FOR A'PWIDEINGLE p oSTRIP UNDER SHINGLE w m j Z•.......................................... STARTER ROW W.. tl N O -' COMPOSITEPANFJ_'W/ EXTRUDED OR BREAKcy FORMED CAP SEALED IN C1 V O c' 2 PLACE WI ADHESNE OR #8 F- a 3 yy WAFER HEADED SCREWS Z .. Z 7116" O.S.B. PANELS o ~ TYPICAL INSULATED PANEL uj SCALE: 7 = r-o• PROFAS COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAILLu NO TES: SCALE.. N.T.S. 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. w , 2. COVER INSULATION WITH 0.024'T'ROTECTORPANEL WITHOVERLAPPINGING SEAMS. SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER O 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE n 1. IN PRO FOB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTlON3. ~' PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 2, CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE VMOL) OR OTHER SOLVENT BASED CLEANER J ~ LLi 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5!8` CORROSION RESISTIVE WASHER 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, cc S I HEADED SCREWS. WATER OR OIL 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH 4. APPLY 318"0 BEAD OF BASF DEGASEAL TM U 2000 TO PANELS @ 18" O.C. AND AT ALL EDGES AND INSTALL EET S. B, OVER THE GLUE AND PANELS. ALLOW ATLEAST 30 MINUTES C PANEL. TAISRE TIME BEFORE INSTALLING 8. ALUMINUM END CAP WILL BE ATTACH WITH ATTACHEDI #8 x 112" CORROSION RESISTIVE SHINGLES. w e 3 ) WASHER HEADEDSCREWS: 5, INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004 EDITION,15W.38. N te NOTE: FOR PANEL SPANS WI 0:024" ALUMINUM PROTECTIVE COVER MULTIPLY 6. INSTALL SHINGLES IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004 EDITION Wit 2006 p B SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H 25 METAL SUPPLEMENTS, 7507.3. JJJJ > a . 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK PHWINDZONEANDAT6" O.C.¢ ' OSCREWS D EDGES 170.C. FIELD FOR AND AND UP TO 150 MPH WIND ZONES.INCLUDING 130 M 2- 14-2007 pp O _< U. General Notes and Specifications: j z.00• The following e:druslons are considered to be "Industry Standard' shapes. The properties are based on die 12.00" * 2.00' A = 0.6661n' drawings furnished by Florida Extruders 1Memational Inc_ ' 2 ' I ( 1) #8 x 1.1/2' WT " 0.763 p.L1. A = 0.6131n.' UPRIGHT: 0.044 + 1.0(i A = 0.243 y4a , ,j'- 3.00• - ` A = 0.716 In! WT - 0.702 p.l.f. A -1.259 In j FROM ENDS. OP cj lx = 0.694 ln! Sx = 0,466 N.' r WT = 0.278 I f I I WT = 0.820 p.l.f. $ Ix = 0.773 h. o a OR BOTTOM AND BEAM: f'1-'k a•• } Wi=1.443pa.f. A"1.890h F , ht = 0.136 in + Ix = 0,477 in.' ri W. } 0.044" ly w 0.4061n. S 0.4101n. 0.044 J a 0,045 60 = 0.5151n 0.055' + S, he " 8.746 tt7.' Wr = 2.280 p Lf. 16" O.C. • y w a J Sx = 0.1371n? . 0.070 Sx = 0.477 h. 6083 . TO n s I 6063 - T6 6063 -T6 ik _ TO Sx - 2.490 h. Ix - 21.981 h. 2.00' 6063 • TB 0.082" -)- Sx = 4.885 h' 1" x 2" x 0.044" OPEN BACK SECTION 3" x 2" x 0.070" PATIO SECTION 2" x 3" x 0.045" SPECIAL SECTION 6063-Ts SCALE: 2' = T-W SCAM: 2' = T-W SCALE: 2" - 114Y 1" x 2" x 0.044" OPEN BACK SECTION WITH + 2" x 2" x 0.W' PATIO SECTION 1.00• A = 0,287 h, 3.OD" 3.00• I A " 0.562 In' STITCH wf (1) #6 s.M.S. @ 24" O.C. (1! #8 x 2.112` SCALE: 2" -1 W Wr = 0.329 p.l.f. A - 1,081 in? Wr =1.122 p.Lf.. TOP AND BOTTOM S-MS. 0! 6• 2.00' WT =1.239 All • FROM ENDS, OP ' A = 0,847 h• h = 0.368 in. OR BOTTOM AND ` WT = 9470.9 p lf• 0.044 $X = 0.247 h? 0• - a IX = 1.523 h' 0.09 -{•; ix " 0.762 h. M Sx = o.e2o h. 2" x 7" x 0.055" x 0.120" STITCH Wl (1) #8 S.M.S. C 24• o.C. ®16' O.C. OR 6063 - TB Sx " 1.O151n. 6063 - T6 SELF MATING BEAM TOP AND BOTTOM PILOT HOLE W! 0.044 } UPRIGHTS 6063 - T8 « « w SCALE: 2' " 1-0' ., " „ CAP AND (I) #B x - a -1.295 W Sx - 0.654 h? 1" x 3" x 0.044" OPEN BACK SECTION 3 x 3 x 0.045 FLUTED SECTION 2 x 9" x 0.072 x 0.224 12' s,Ms. BEAM: SCALE: 2" = IW 3" x 3" x 0.093" PATIO SECTION SCALE: 2' = I'4r 2.00' SELF MATING BEAM INTERNAL 6" y - 0.540 h' Sy - 0.545 In. - SCALE: 2'-- V-W SCALE: 2• r IW FROM ENDS. TOP _ rg o OR BOTTOM 2.00" * A = 0.424 h, AND 1S- O.C. Z 0) tqIIWT = 0.486 pAL U 0.044 + Sx - 0.234 h? 3.00' Z00` A " 2.250 kr 2.00' Z 0 W Ix - 0.232 h! e * * 2" x 2" x 0.044" PATIO SECTION WITH O Z Wr-2.578p.1f. 1 I 2" x 2" x 0.W' PATIO SECTION (D ixix W A " 1.438 h? A 0.772 h. 0.053' h =15.427 h b SCALE 2" -1-0' W Q OJ. Zw . - - WT - 0.885p.LL - - - _ . 2 x 2' x 0.044" PATIO SECTION 0.1 ( WT -1.648 pJ•L b Sx - 4.408 h. o _ SCALE 2"- T-W ai • 0.046• } q Ix = 1.940 h! 6063 - TO . d j a0be " 1.984 h W VI ul Sx - 1.3231n? o Sz = 0.959 h• o A = 2.3s5 h' rl` 2.00' {' WT 00B 8 p Lt. W V (0 d2.00' A - 0.486 h. I I Wr - 0.568 p.lf. 6063 - T6 6063 - . WT = 2898 p.LL u W h = 6.276 in.' 6.082. + c Ix = 26.481 h.' 0.044 UPRIGHT . F- J Z pp . 0.055' -)- ---"' kkk bt = 0.4571n. Sx = 0.356 h V %' 0 N r sz = 0.279 r,. 3- x 3" x 0.125" PATIO SECTION srrrcH w! (1) #a S.M.S. 24• O.C.Sx = 6.886In! 0.044 + ` $ g 6063 - TB STITCH WI (1) #8 s.MA a 24' O.C. OP AND BOTTOM 6063 - T8 C4 - 0.369 h' S = 0.369 In W Q 0 tV ul h w " SCALE: 2" - V4r TOP AND BOTTOM y Y I•- L I ( w2x2" x 0.055 PATIO SECTION 6063 -TO 8 fn Z 0 s SCALE: z' w 1' 0' 2" x 7" x 0.055" x 0.120" LLm 2" x 4" x 0.046" x 0.100•• SELF MATING BEAM WI INSERT j W 3.p0 A = 0.451 h SELF MATING BEAM SCALE: 2' = T-0' 1" x 2" x 0.044" SNAP CAP SECTION WITH w Z g 5 WT = 0.620 Pit I- 4.OD• SCALE 2" = r-0" STITCH wt (1) #8 S.M.S. ® 2a O.C. 2" x 2" x 0.044" PATIO SECTION j fq 04 $ ix - 0.336In. I A = 1.938 In? TOP AND BOTTOM SCALE: 2' " 1'-0' a0.04 -1 44 - Sx = 0.338In? WT = 2.221 p3 f 4: am -To, nc = 4.654 h' 2.00• 2" x 9" x 0.082" x 0.306" to 3" x 2" x 0.045" PATIO SECTION 0.125 i , sxw 2.a711n?boa' SELF MATING BEAM SCALE 2' - T-W 8083 - T8 SCALE: 2'- t'-0' ,y a 2.00' ' ` A = c.964 h• CID A - 1.8W In.' 0 a 1 We 1.105p.Lf. A.= 0.451 h.' w « w Wr = 2.123 p.Lf. ¢ u 2 jq 3 . 4 x 4 x 0.125 PATIO SECTION 0.049' + $ Ix - 3.691 In. 0.0T + be- 16.63a In.• 2•• -1 A -- WT = 0,620 pl,f. =i Ix = 0.640 In., SCALE: 2' a p p" Sx " 1"4681n. Sx = 4.157 h• a W t; I x = 0.427 h• * 2.ocr o am - TB 6063 - T6 " 0.04 6063 - TO I A T - 0.5 h. O wi = 0.552 pJ.f. d to 2" x! x 0,045" PATIO SECTION ix - 0.609 h' w C 0.050' ? Sx = 0.406 h' A = 9.032 h• ui C m a SCALE. 2' =1'4T '? STITCH Wl (1) #B S.M.& a 24. O.C. _ STITCH W/ (1) #8 S.M.S. Q 24' O.C. m r. IL 6063 - T6 TOP AND BOTTOM TOP AND BOTTOM b Wr - 3.474 plf. 0.092' + o IX - 42.683 h . ul W (aN `7S2.00• 2" x 3" x 0.050" TILT SECTION 2" x 5" x 0.050" x 0.120" 2" x 8" x 0.072" x 0.224" _ d Sx - e.6W h? 5 A = 0,6a5In.4 SCALE: r = r-0" SELF MATING BEAM 6083 -TO WT = 0.785 p.lf. 2.00• SELF MATING BEAM SCALE: 2' -1-0•° he - 1.393 h' SCALE z' -1'-0' O 0.050' + b A " 0.582In.' STITCH Wl (1j z 3 V _ Sx - 0.697 h' #113.M.S. @ 24 O - o Wr - 0.667 pit. 2.00' O 6p63 - TO O.C. TOP AND Ix - 1.228 in.' BOTTOM co p . 0.050' -I- a Sx-0.614E _ O 0 2" x 4" x 0.050" PATIO SECTION sas3-Ts: A= 1.095In.• ° a SCALE: 2"- 110 WT - 1.256 P.0 2' x 10' x 0.092" x 0.369" m 2" x 4" x 0.050" TILT SECTION 0.050' ( Ix= s.et9 h• SELF MATING BEAM m SCALE: 2' " TO U 2.00' I' SCALE 2" =1•-0' b Sx = 1.965 in! _ JII r z8069-78 SEAL A = 0.954 h? c FWT = 1.093 p.l.f. s, ix - 2.987 h' _ ai EET 0.062' Sx = 1.1951n? STITCH W/ (1) #8 S.M.S. 24' O.C. 6063 - T6 TOP AND BOTTOM ui i 4 2" x 6" x 0.050" x 0.120" ° r 2" z 5" x 0.062" PATIO SECTION SELF MATING BE0. 0AfdISCALE: 2' = T•0• SCALE: 2" = 1,-0• 01.22-2007 OF 10 2) #8 x 2-1Ir S.M.S. 0 6' 3.00" I - - _ FROM ENDS, TOP OR BOTTOM AND - - - - ii 18' O.C. OR PILOT HOLE W/ CAP A " 1. W _ A V= = 1,51 1 pAND (1)#6 x IX S.M.S. INTERNALe` 0.093' _ WT = t.816 p.lf.. FROM ENDS. TOP OR BOTTOM WT - 1.566 p.l.t _ _ . fp _ o Ix - 7.027 W AND 016• D.C. b + Ix = 2.665 h.' O.Osr } 0 o n Sx = 2.342 hA Sx = 1.3281n.' A " 6.249 h' LOAD APPLIED NORMALTO THE 8063 - TOIn.*- - 6063 • T8 4• DIRECTION A - 4.710 WT " 7.160 pJ.f. O.OBr WT - 5.397 p.1.1. f + Ac - 101.446 In l Lil 1" x 3" x 0.044" OPEN BACK SECTION WrrH Ix -"s2. T70 h o.o9r 606SX t6.9o1 h' 3" x 3" x 0.093" PATIO SECTION CORNER POST Sx -1 T6 h • ( 1) * - ' Ts STITCH Wf (1) #8 S.M.S..Q 24' D.C. 2" x 6" x 0.062"SNAP EXTRUSION SCALE: 2"- 1'-0" TOP AND BOTTOM OF EACH BEAM SCALE: r -1'-0 STITCH WI (1) #8 S.MS. 0124' O.C. TOP AND BOTTOM OF EACH BEAM 2.00' y 1.00-81 : - - - ` - - _ - FROM ENDS. TOP OR BOTTOM AND - - A = 1.367 h' ... a I O.D. OR PILOT HOLE W/CAP (2) 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS }a, AND (1) 48 x W 8.M O. INTERNAL 8" - - . wr - 1.W6 pat SCALP: r - T-o" _ + - N ' _ - .. _ FROM ENDS, TOP OR BOTTOMft Ix - 1.892 h. ` -* - - A = 1.447 h.• Mro 01e O.C. + °' Sx - 1.261 h' WT - 1,658 plf. I a.000• LOAD APPLIED NORMAL TO THE 8083 - TB _ 0.062 [ 113 - Ix = 2.900 In.4 Q SDIRECTION ° - 6D - 2.900 h.• Z 4.00' -K 8063 - TB 1" x 3" x 0.044" OPEN BACK SECTION WITH ( 2) 2" x 10" x 0 092" x 0.369" SELF MATING BEAMS p 3" x 3" x 0.093" PATIO SECTION WALL POST A - 6.0631n' WITH 2" x 4" x 0.038" a SCALE: r - r-0- SCALE r =1'-0" WT - 6.941 p.lf. f!) ttl - mg Ix - es.1B5 tn. 1.00• + + Sx - 17.007 h • GJ4 2" x 7 x 0.062" SNAP EXTRUSIONa0. 09r SCALE: 2" -1'4r fA uJ 6D6FROM ENDS, TOP OR BOTTOM AND 1 1 A 1.854 UL' - A - 0.589 h.- _ Of000 18.O.C. OR PILOT HOLE W1CAP STITCH WI (1) #8 S.M.S. ® 24.O.C. 0.04W WT - 0.652 pJJ -AND ( 1) #e x 1rs' B.M.S. gaTERNALe- WT - 60 inp.LL - - I } QFROM ENDS. TOP OR BOTTOM bt -2 2G0.TOP AND BOTTOM OF EACH BEAMh - 0.332 h ` Z AND 0 Ir OLM " Sx = 1.507 h' Sx - 0.33210 u U F- m 6063 - TB U ( ul LOAD APPLIED NORMALTOTHE 8083 - TB - : _ - Z N I W s.oaCTION• 2" x2" x 0.045" SNAP EXTRUSION j W 2)1" x 3" x 0.044" OPEN BACK SECTION WITH (2) 2" x 10" x 0.092" x 0.369"SELF MATING BEAMS SCALE: 2• -1'-0' SCALE: r= l -(r K z U S 3" x 3" x 0.093" PATIO SECTION WALL POST M m N 04 SCALE: r - 1 0' 4.oa• 2.00• J A = 0.591 In. Wr = 0. 677 P.i.f. Q 4.00" 0.0451-(- IX = 0.812 h'+ = 5 Sx - 0. 645 E ogq c 6063 - T6 A = 3. 706 h.x A - 4A29 h.' `44 o WT = 4.248 p.LL O.OT + } WT - 5. 075 plf. O <D 2" x 3" x 0.045" SNAP EXTRUSION N Ix - 33. 276 h • w he - 48.889 h.• Q J (lZ .`'i R Sx - 8. 314 h' Sx - 8.754 h.• SCALP r -1'-0" u LL i71 0.0T aad 8083 - T8 6063 - T8 p W ZZ(j . 6 S STITCH W1( 1) #8 S.M.S. ® 24' O.C. STITCH W/ (1) 08 S.M.S. @ 24- O.C. "2.00• U a ' O TOP AND BOTTOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM tS rA Y 8 Lu k0. 045 + WT a 0.781 p t.f. 1. a O , S a in 2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS_ " . " he - 1. 63i h` T 2) 2" x 8 x 0.072" x 0.224" SELF MATING BEAMS Wl 2" x 4" x 0.038" Sx - 0.e16 a, 2 W ° 7 .. I SCALE: 2" = T- 6063 TB 2 # p SCALE: r-1-0' T1 _ C V a _ I-- 4. 00" °o "3 o Y A- 4.702E W i A = 3.980 WWT - 5.388 p.Lf. WT - 4. 560 pJ.f. 6c - 62.947 h' m ' Ix - 43. M in.' 0.077 + + $ Sx - 11. 425 in.'Extruded Gutter Sx-9770. h., so63-T6 o O.OT I 8083 - TB SCALE: r = 1'-0' STITCH Wf ( 1) tf8 S.M.S. 24.O.C. z STITCH Wl ( 1) #8 S.M.S. 0 24' O.C. TOP AND BOTTOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM 3 3 EET I 9B a y a2) 2" a 9" x 0.072" x 0.224" SELF MATING BEAMS (2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS Wl 2" z 4'• x 0.038" _ a. 2_, 4 20o7a of o SCALE: 2' = T-0' SCA)F: 2" = 1'-0" 9 a i SectionAhoy W H tl I 12 A Ix I Sx Sy Rx R In. In. in, 1T1. In. In In. In. In. In. 1n. Gutter Edge 6063 T- 5 4. H1 6 0.08 0.08 1.18 3.81 4.05 O.9B 3.40 1.8 1.85 H2 4 1.89 B 1.44 R 6063 T- 5 5 H1 5 0.065 0.065 0.98 2.45 4.43 0.73 1.80 L 1.59 2.14 H2 4 1.49 B 1.74 R e _ °d. ".,, a. .. a - - _ _ # .: - - C^= S o • -_ 3e: .. _ - ,. 6ate- _ _ •;.i,n,..°.,.,ri. , e' Table 9.1 Allowable Loads for Concrete Anchors Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Table 9.5A Allowable Loads & Roof Areas Over Posts Table 9.10 AltemaUw Anchor Selection Factors for Anchor / Screw Sizes Senw SM d : diameter EmbedmentOWh on.) Atln. Edge Dist, & Anchor Spacing Sid (In.) Allowable Loads Tension Stier 2AMAC NAaIN (Odve Mahon) . IW 1•i/Y 1JW 273# 2368 TAPPER Conerefa Sanwa She" I_IW land" 288# iW# 1af4' 1S7f6' 371# 26B# IW 14 " 1.1K" - 427# 200# 14W 1-1K" 6011 216# 3W 1-11r I -Me* 1aK^ 3JB" - TM - ASW POWER BOLT ion Boa 1K- T t 1K- 6244 2610 7l6' 938# 751# L8' 3.1R- title• 1,575# 1,425# POWER STUD e-Boit 114' I-3W - 1-1K" 812# 328# 318' 4.1K" 1 716" 1 921# pro" r 12" 2-IM 2271# 3,2ae# 1218# 2,202# Loads and Areas for Screws In Tension Only for Metal to Metal, Beam to Upright Bott Connectons Maximum Adewable - Load and Attributable Roof Ares for 12b r1PH Wind Zone (3SS3 # I SF) Open Or Enclosed Structures 27.42 #JSF IFarWlnd Realan...nu.rr,-". .. , -• _ Rwener -i we 9aa 1K- r 1-1K" 316" - 3.112^ 178- 2,150# i 504# 12' - 34W 24117 1.650tl 2,791# Notes 1. Canasta saw" are Imbed to r enbadMant ey,msnrtemrnis . 2. Values bled are crowed bad& with a sedeprlackrof 4 applbd. _ 3. Pfoduch equal to cowl may be substituted. - 4. Mdmm rareldng ioada perperxlas rb to damatsr an b tensixL - Allowable bads are Increased by 1.W for wind toad. 6. Minimum edge distance and center to mnter spading shad be lid. 7. Anchors receiving hods parallel to tit, diameter we shear bads. De4a mfno the nunkm l' concrete an c hom squired for a pod enclosure by dividing Ann uplift bad by the anchor allowed bad. - For arxt•basmwitir - - spacing - r-M QC.. - allowed span - 20'.W (Table 1.1) - UPUFT LOAD-.12(BEAM SPAK)x BEAM & UPRIGHT SPACM1fI Atowmble Load Coveraiam MuWpliare for Ed Distance More Than Sd Edge. Olaunce, Mutt Tension sin Shear T aD ad 1.04 120 7d - 1.08. 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.16 Z00 11 2 12 125 CONNECTINGTO. WOOD for PARTIALLY ENCLOSED Bulldln • Pawnor Diameter L«igthof - Embedment NumlaerorFasNmn 1 2 3 4 1- 264#-7SF 528#-.15 SF__ 792#-22 SF 1056#-30 SF Iwo 1-112" 3W*- It SF 7920-22 SF 11S8#-33SF 1_9M-45SF 2.10" - 660#-10 SF 1320#-37SF 1980#-SSSF 2640#-74 SF Sft6"a 1" 312#-0SF 624#-16SF 936#-26SF 1248N-35_SF 1-12- 4S8#•13 SF 938#-26 SF 1404#.40 SF 1872#-53 SF 2.11r 730#•22 SF ISSW-446F 2340#-885F 3120#-886F Sl6b' 358#-1DSF 7120-20 SF Iced!-305F 1424#-4D SF Ur 534#-15 SF f088#-3p SF 1802A-45SF 2136#-SO SF 890#•25SF 17800-50 SF 28700-75 SFJ 3560N-100 SF CONNECTING TO: CONCRETE M". MOO p for PARTIALLY ENCLOSED 6uitdin Fastener Length Of Dlamebr Embedment Numberof Fasronen 1 2 1 3 -1 4 TYPE OF FASTENER -'Quick Set' Concrete Screw Rawt Zameo Nallla or E N Iwo1-0!r - 233#-OOF r 270#-10 SF 400#- 173F 899#-258F 832N-M SF 54o#• 2D SF I elo0-30SF I IONN-39 SF FYPE OF FASTENER Concrete Serow Rawl To Oar or Equivaigniii 3114ro- 1- 0/2' 246#-7SF 492#-14SF 738#.21 SF 980-288F 1d14 1317#- 9SF 634#-Ie SF 951#-27 SF 12M#-36 SF iKIN 1- tlr 385#-igSF 73W-213F 10950•313F 48D#-41SF Fi 46511- 13 SF 9304 - 28 SF 13%W - 39 SF 1580#. 52 SF 3V8-e 141r 437#-12 OF 8744V-25 SF 13110-37SF 1748#-49 SF 14W 6010- 17 SF 1202 3-34 SF180M#-51 BF 2400-68 SF FYPE OF FASTENER E slon Belts Rawl Power Bah or E ulvslena 1205#-M SF 24100.68 SF 36154-102S 4820N-136 Sr 1303# - 37 SF 260ON - 73 SF 3909# -110 S 5212# -147 SF Iwo I 3• 1 1808#-51SF 36121#-102S S418#- 1 62 SQ T2244-2036 S' I 19930-58SF139W#-112SFIS97W-iGBSFI?2720-224611 dlam, m1nadval distanceI min, ctr to etr. N0. of Faatenera l Roor Area SF 1 11A-.-T 21 Area03/Area 41 Are114" IW SB" 1,454-53 2,906-106 S,a19.212 SMS" 3B' TM' 1 894 89 3 78a 138 7 678 276 Metal to most AnethorShe 8 10 12 014' ivir 3B'. 8 1. 00 0.80 0,58 0.46 0.27 0.21 10 0. 80 1.00 0.72 0.57 0.33 0.26' 4112 0. 58 0.72 1.00 0.78 0.46 0.36 1 0. 48 0.57 0.T8 1.00 0.59 0.48 Erse' 0. 27 0.33 0.46 0.59 1.00 0.79 Sir 021 0.28 0.38 0.58 0.79 1.00 3!P1' 2,272.824,544-106 9068 - 33i 1-1K' 30.10-110BD6012,120-442 Table 9. 53 Allowable Loads &Roof Areas Over Posts. Attemative Anchor Selection Factors for Anchor i Screw Sbzea for Metal to Metal. Beam to Upright Bolt Connections Partial Enelosod Structures ®35.53;f/SF Fastener CRAM cola ed eriin. eta floe of Fasteners Roof Ana S dlsbrhes b err. 1 !lace 2 I Ana 1 /Are 41 Ana 1K' tfr 618" 1,454.41 2,908-82 1 5,819-1843H8' ale'4--7 8 53 Tellt0AW622 7, 5T8 213 316^ 3W 1' 2.272 -64 4,544 •1 88 16-1d2l 9,088 - 25012" 1^ 7-1K- 3,03085 8080-771 9OB0-2 12120-34 s 9. 5 A & B are based an 3 second wind gush at 120 MPH;Exposure B•1-1.0. For corpons & screen recant, multiply theGhse / PaNaly Enclosedloads &roof areas above by 1.3.2, Minimum spacing Is 2-12d O.C. forscrew@ & baps and3dO.C. f r rivets. A Minimumedgedistanceis2dforamaws; both, and rivets. Allowable Load Carvorabm for Edgelances Mora Than 3d Edge Distano. Allowa Mu Tensions s pen Sheor 12d 125 lid 1. 21 10d 1. 18 2.00 9d 1. 14 ISO 8d 1. 11 1.80 7d t. oe 1,40 6d 1. 04 1.20 Set 00 ion Nab: - 1. The minimum distance (refn the edge of are WIND LOAD COMVER310H TABLE concrete to the Wricrow arc3ar end spadrq - For wind 2wralRegbns other teen 120 MPH between aridtas abed riot ba leas tun Sd w have d (Tables Shows). multiply alowable bade and nxpf b dim anchor dlarr"ataC areas by the conversion factor. Table 9.8 Maximum Allowable Fastener Loads 2. AllowableloadshawsbeenIncreasedby1.33 for - wind boding. - Allowable roof seas am based on beds bf Ohs / Partially Enclosed Rooms (MWFRS) I - i- 0 NUMBER OF ANCHORS- irz=42)x r x 10# I SC. K - 4. For Gans I Enclosed Roores and Sections 1 A 2 1 ALLOWED LOAD ON AAMOR use a multiplier to tad ane of 1.30.. .. NUMBER OF ANCHORS- '714.70# -1.67 - - 427# - - - Tite fom use 2 endwA, one (1) an each side cfupAgtd.Table Is based on Rawl Produ cb,' allowable bodo for ZWO pal concrsb s WIND REGION APPLIED. LOAD. CONVERSION FACTOR - 100 25 : - 1.22 110 30 1.11 M 35. 1-03 123 3 TO 00 1300. 94 140-1& 2 48: DAB ISO 56 0AI for Metal Plate to Wood Su ort Metal Plywood 6B' shear Putl Out Poo. Sher Pot,. Pu110ut 8beer Pot, Put Out ins, 93 48 113 b9 134 71 M602 10055220691. 78 118 71 131 78 14394 132 70 145 88 157 105 Table 0. 2 Wood & Concrete Fasteners for Open or Enclosed Buildings Table 9A Maximum Allowable Fastener Loads Table 9 7 Ala i RI lark Loads andAreasforScrewsInTanslonOnlyforSAEGrade5SteelFastenersInto8083T-8 Alloy Aluminum Framing Maximum Allowable - Load and ApOlts able Roof Arm for 120 MPH Wind Zone (27,42 # i an (As Recommended By Manufacturers) For WindsOtherthan120MPH, Use Conversion Table it Bottom of thin - CONNECTING TO: WOOD for OPEN or ViCLOSEO Buildings Feetww Diameter Length of EmbodmaM Numbaref Fsat mmi 1 2 1 3' 4 . 1K"s 1" - 284#- 10 SF 5281-19SF 792#-293F 1050-39 SF 1.1irr 300-USF 7929-29 SF 1788N-43 SF 1S84#•58 SF 2"W 680#-248F 1320#-4BSF 1OWN-72 OF 2640#-988F 511eY 1. 312#- 118F 0240-23 SF 938#-M8F 1249#-48 SF 1.ilr 468#-17SF-- 938#-MBF 14010-518F 1872#•688F 2•tfr Twit. 28 SF INoll. 67 SF 2340#-85.SF 3120#•114SF 3B'e 1' 358#- 13 SF. 7120-26 OF TWS#-39 SF 14240.62 SF 1.12• - tint#-19SF 1000 995-F 1802N-SBSF 2136#-78EF 2.11r - 890#•32 SF 17801E-855F 2B70N-gr SF WWX-1306 CONNECTING M. CONCRETE kL 2,500 for PARTIALLY ENCLOSED Building, Fmtehar Ohmwtar Lengehof Emtrsdmep) NumberefFestanes . T 1. 2 3 4 TYPE OF FASTENER Quick Sec Cenoreb 8oravr Newt Lmisc NdOn or E uNabn iK^#.-. 1.12- 2738- igSF 3W-206F 818P-30SF 1002#.40SF r 318P-12SF MN. 238F 1130-338F 1250-40 SF TYPE OF FASTENER- Connate Rawl To or uiva 3n8'o 119- IISF 576#.21SF 8640•32S IISU-42SF 14W 14SF IN T428. 273E 1113#-41BF J480-648F 1K"a 11K" 13 SF T30#-27SF IGM-408F 146ON-53 SF 427#-16 SF 854#- 31 SF 1281#-47'SF 1708#•62 SF 3B'a. 142• 511#- 19 SF 1022#-37SF MTN-56 SF 2044#-75 SF 1-3/4" 703#- 28SF 140U-51SF 210g#-77SF 28129-103SF TYPE OP FABTENER a stun Bona Pa neN a E alvele 319'a 2.12" 105W_383F 2100#-77SF 315M.1153 42001i-153 1575#-57 SF 3150t- 7155F 4725#•. iT2. B300#-2308F 12"0 3' 1999#- 51 SF 2798#-102 4197#•159 S598#-204 6' 2332# • BS SF 48840. 770 099BM - 255 S 932SO - 340 OF Self -Tapping and Machine Scrows Allowable Loads Tonsil. - - Strength 55.000 pall Sher 24,000 pal - Saswl9oa Allowable Tensile Leads on Serewla for Nominal Well Thickness f t) ba. 8 0.164- 122 US 7S3 200 228 255 10 0.134, 141 161 177 231 263 295 12 0210' ISO ITS 196 258 291 327 14 0250• 186 212 232 305 347 - 309 529 IW 0240' ITS 203 223 292 333 374 . 503 fil6' 0.3125 232 286 291 - 381 433 488- 681 - 2 219 993 3 4 3 US 893 10 AllowableShow Lands on screw* for Ina Well Thioknean rn w SingleShow Size 0. 0,0 0- 0 0 O.o82^ 0.092' 1217 08 OA640 117 133 147 102 21a 246 010 SAW 138 - 164 170 722 253 264 12 0210" 150 171 186 240 - 200- 14 0250" 179 203 223 292 333 374 508 1 0240• t12 193 214 281 320 358 487 0.3125 223 254 279 368 - 416 46 3B" 0-37S' 2 305 - 439 4 81 - 1 O.SO 4 8B6 74 101 Allows shear Loads on Screw* Far ins Wall Thickness .. Ore. 80 Double Show - She 0.OW OA 0. O.Oer 0.092 - OA25- 11P 8.240• 343 390 4211 581 fi39 717 974 5110' 0.312 44S 559 732 832 934 - 1269 3B' 0.375' 538 610 670 - 87a 998 1120 1522 1!2- 0.50- 714 812 894 1170 1332 1494 2030 a m num vats hAluminumorSteel Mandrel Aluminum Mandrel Steel Mandrel Must Dlametar Tanslon Ihs 9hsu Tension [[be.)Show 1f6• 129 17a 210 325 325 52r 187 263.. 340 3HE- 262 - 376 Min 720 Dyne Bona f i- B•• arM 2-1 W ambedmera respectively) Anchor sha 3116" 112- 311a•- 1.00 0. 48 12- OA8 1.00 1 Multiply the number of # 8 now" x size d and oriscrew desired and murd up to the nett even manber Example: - - a(10)#8 screws an mgAro4 OR numberd#10 swam dented la: - OAX10-(8)O10 - a Cot Cl and Wood Anchore - COncnb aerawc r maximum embodiment) Ancher8las- 3H8` 1K• 318- 3/16• OD 0. 83 0.50. 1K 0.63 1. 00 0.59 Sir 0.50 0. 59 1.00 - Tabk 9.8 Aibemaid" Angle and Anchor Systems for Beams Anchored to Walk, Uprights, Carrier Beams, or Other Connections Maximum Screw I Anchor She ExIm lon Type are Description TO Well ToUpdghti9e Angle Yxl'xo.045• 3n6' to Angie - V X V it 111& (0.063y 3mir - 12 Angla' - 1•xt-x' ts•(0.125-) 3n6• 012 Angle t-t/r x 1-1/r in6%0,OB2') IW 012 Angie 1.12•x1- Vr 3ne'(0.18r) iW 14 Angle 1.1 /7 x t-7/2" iB-(0.082") iW 14 Angle, 1.3W x 1-3/4" x iB"(0.1257 IW 14 Angle rxrx0.09r 318" 318" Angle - r x 2' x 1/8N1Ll21i) - find' - She Angle 2-xrx3n6"(0. 313-) fir IW U•cbamwl 1.3/ 4• x 1-314' x 1,/4' x 118• 3W 14 Ut nnnei 1' x2A/ S' x 1' x0.05W - S/t8' w18 U-channel 1.1 t7 x 2°1/s' x 1-IW x OMW ilr 14 D z 0 CO O Z M JU W J U.1 m ELco . Q..: u`ss W a2f F- ca H M U W ul U N O U NO Q Wv ul8U) fQ LL W Z . O gN 04 J 00- u4 J to M ;. Ut tli W cow a u. J n. hg C r.o. W N O o O O J2 Nob: - - - - - 03of screws to beam. wall, and/or post equal to depth of beset. For screw abuts use the staling : O - O screw $ize for beam I upright found in table I.G. - - - C . Mote: W 1. San@ goon through two sides of members. _ - - ... _ - - K Note: - - WINO LOAD CONVERSION TABLE: 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thldmess Table 9.9 . , Minimum Anchor Slmo for Extrusions - - - to 1 The minimum distance from the d of corhnedbr, Use tables b select rivet auhWtutlnn for crew d anchor apedpestom In drawings - - - - - - - O eo edpa tea For WindZoneslReglonsotherStan120MPHconcretetotheConcreteanchor and apae g - (rables Shown), 3. Minimum thlcbhas d frame members is 0.036• aluminum and 26 its. abet, t between anchors shall not be loss then 5d whom d InuBply gamble bads end roof areas by the Muhlpilere for Other Alloys 1 le the anchor diameter. - - - conversionfactor. - 1 2. Allowabis rod areas webasedanloadsforGlees/ Enclosed Rooms (MWFRS); I - 1.00. - 3. Forpetady endosed budding. use a muhipner to rod areas d0.77.- . 4. For sections 1 & 2 multiply fool ereee by I-M WIND REGION APPLIED.- LOAD - CONVERSION FACTOR 100 26. 6 - 1. 01 110 26.6 1.01 120 2 . 00 123 28. 9 - 0.97 130 - 32-2 0.92 140-1 37.3 - 0. 88- 140.2 37.3 0. 86 150 42.8 0.. 052 - 2 1288 I_ 5052 H-25 1522 6005T-5 2030 Wall Connection Extrusions wan Meld Conereb Wood rx10^ W 14 IA'- 1/ 4' 2'xD" IM, 14 114' -. 114' 2"xb" 1W 12 19' 12 rx7" 3n6•. 10 t8' 10 r x 6- Or tea. 3n6' 8 3/16•.. 8 F- Q HEET Nate: .. .. .. 1 We", m bound upright minimum anchorsizes &hap be used for super gutter 10 Y Q O 2-14-2007 Q U OF ras+, ate-' ? =m6rrr^z,--.,• r":,;,