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Home My Public Portal About10-0095 Schulz CITY OF TYBEE ISLAND BUILDING PERMIT DATE ISSUED: 03 -5 -2010 PERMIT #: 100095 WORK DESCRIPTION ADDITION OF SCREENED ROOM WORK LOCATION 1002 BAY ST OWNER NAME FRANK &LAURA SCHULZ ADDRESS PO BOX 1763 CITY, ST, ZIP TYBEE ISLAND GA 31328 PHONE NUMBER CONTRACTOR NAME SOUTHERN COMFORT SCREEN ROOMS ADDRESS 326 OLD OAK RD CITY STATE ZIP GUYTON GA 31312 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $ 84.00 PROPERTY IDENTIFICATION # PROJECT VALUATION $2,420.00 TOTAL BALANCE DUE: $ 84.00 It is understood that if this permit is granted the builder will at all times comply with the zoning, subdivision, flood control, building, fire, soil and sedimentation, wetlands, marshlands protection and shore protection ordinances and codes whether local, state or federal, including all environmental laws and regulations when applicable, subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Building Inspector or Authorized Agent: :QAMP-4--) P. 0. Box 2749 - 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 786 -4573 - FAX (912) 786 -9539 www.city oftybee.org AV ' YI 112 City of Tybee Islarad . Community Developmea Dept. O Inspection Report iti rv, P4) .. ... . . . . , . .., 403 Butler Ave. . P.O. Box 2749_ • Tybee Island, GA 31328 Phone 912-786.4573 ext. 114 • Fax 912.786.9539 ,•...:rx .....x410 / /// .... _ .... _ Permit No. /t Date Requested _5/ —'' 3) Owner's Name _ C-/(. // e... Date Needed Gen. Contractor •-. ,`-af zy" 4- Subcontractor _ Contact Information - - TZ) 5.5f,-,/i Li/ 2. Project Address 4002A A/- scope of Work 1/r^_—____.2L223_,_i______44-.)r- 1 14 -7 , Inspector Date of Inspection / 6 , , .. p.....„ . ,. Inspectio,n I" . 1 . '''' - •••■■■1 ___V__, Pass rig Fail 0 Fee -1-6 __. Inspection Pass 0 Fail Ej Fee * Inspection Pass 1:2 Fait 0 Fee - 1 I Inspection Pass 0 Fail 0 Fee C • CITY OF TYBEE ISLAND, GEORC Ski r v APPLICATION FOR BUILDING PERMIT 40-- 4 Cl S ( Location: `) ,� ,l PIN # I �t;,' � /� NAME ADDRESS TELEPHONE Owner fgelA 5 J h f3(-7- 50X17 &3 �)�13 °IS - 78'616 IL Architect or Engineer Building 5* a 444.r n Contractor C l 4.° m ro$ 4(2' (s ctS e-e-k S.SC tl G �`�� (Check all that apply) �J n Repair ❑ Residential Footprint Changes Renovation [11 Single Family n Discovery ►�� Minor Addition n Duplex n Demolition in Substantial Addition [ Multi - Family ❑ Other n Commercial Details of Project: Room Oiv 02 / 6'x)0'r Estimated Cost of Construction: $ Cons t ction Type (Enter appropriate number) (1) • od Frame (4) Masonry (6) Other (please specify) (2) W • d & Masonry (5) Steel & Masonry (3) Brie, Veneer Proposed se: Remarks: ATTACH A 4. • 'Y OF THE CERTIFIED ELEVATION SURVEY OF LOT and complete the following info rr 1 ation based on the construction drawings and site plan: # Units \, # Bedrooms # Bathrooms Lot Area Living space (total sq. ft.) # Off -stre; parking `,.aces Trees lo ted & liste. .n site plan Access: Drive .y (ft. With culvert? With Swale? Setba s: Front Rear Sides (L) (R) # Stc 'es Height Vertical distance measured from the average adjacent gra• e of the building to the ex. eme high point of the building, exclusive of chimneys, heating units, ventilation ducts, air con. ' 'oning units, elevators, and similar appurtances. During construction: On -site restroom facilities will be provided through On -site waste and debris containers will be provided by Construction debris will be disposed by C/41777 a by means of j %hoc -/f I understand that I must comply with zoning, flood damage control, building, fire, shore protections and wetlands ordinances, FEMA regulations and all applicable codes and regulations. I understand that the lot must be staked out and that the stakes will be inspected to ensure that the setback requirements are met. I understand also that a certified plot plan showing elevation must be attached to this application and that an as -built elevation certification is due as soon as the habitable floor level is established. Drainage: I realize that I must ensure the adequacy of drainage of this property so that surrounding property is in no way adversely affected. I accept responsibility for any corrective action that may be necessary to restore drainage impaired by this permitted construction. Date: 2/2 21/5 Signature of Applicant: Note: A permit normally takes 7 to 10 days to process. The following is to be completed by City personnel: Zoning certification NFIP Flood Zone Approved rezoning /variance? Street address and number: New Existing Is it in compliance with City map? If not, has street name and /or number been reported to MPC? FEMA Certification attached State Energy Code Affidavit attached Utilities and Public Works: Describe any unusual finding(s) Access to building site Distance to water main tap site Distance to sewer stub site Water meter size Storm drainage Approvals: Signature Date FEES Zoning Administrator Permit 7, Code Enforcement Office • Inspections /5 Water /Sewer Water Tap Stoini/Drainage Sewer Stub Inspections Aid to Const. City Manager o r w. z ? crf1rN. d Q (& £Q TOTAL 4/2 1 `F NATURAL 0 11 1 S PUMICES °� r \ 1 � w • 4 ,d � / / j I GEORGIA Permit Acknowledgement of Asbestos /Environmental Notification to Georgia EPD for Projects Involving Demolition, Wrecking, or Renovation The undersigned hereby acknowledges that the issuance of this permit does not in any way grant permission to the owner, owner's representative, or permit holder to proceed with demolition, wrecking, or renovation of a structure prior to the filing of any required ten (10) day "Project Notification for Asbestos Renovation Encapsulation or Demolition" form in accordance with the Georgia Asbestos Rules. The Georgia Environmental Protection Division administers the rules. In most cases, the rules require both the owner and the involved contractors to assure the portion of the building involved in the project is thoroughly inspected by an Accredited Asbestos Inspector for materials that contain asbestos; and the removal of the asbestos before renovation, wrecking, or demolition begins almost without exemption. Georgia EPD requires a completed demolition notification from be submitted 10 workings days in advance even if no asbestos is present in the building. Further guidance for regulatory compliance and contact telephone numbers are provided by the brochures entitled Asbestos & Renovation and Asbestos and Demolition. Other environmental issues such as asbestos removal techniques, lead abatement, ground contamination, or unusual site conditions may have EPD regulations that could affect the project. Undersigned Date FR Sc (U Z Z- Printed Name Office Use Only: Project Address: Permit Number: /7= Et/ am \„-// bra h A C a l7; S/3 - 0629 r / `' 'I ere j U LL-1 Pi 71;‘,..).7 ]� epa r) -4 -,rte/o 2') Qn� / e r1 .` s d z 0 0 !�s 9 P 54;/( Va /71 ? , ? 0 90 0 s 9� 2 _ , INSPECTION GUIDE FOR SCREL,a AND VINYL ROOMS LEGEND b cv 1. Check the building permit for the following: Yes No This engineering is a portion of the Aluminum Structures Design Manual ( "ASDM ") developed and owned by Bennett Engineering Group, Inc. a. Permit card & address m m b. Approved drawings and addendums as required . ( "Bennett ") Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractors purchase of these l. c. Plot plan or survey materials. o z j O .- d. Notice of commencement 1 Contractor represents and warrants the Contractor. .c a m 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for: Yes No 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; = n u) Z a. Structure's length, projection, plan & height as shown on the plans . . 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; w E < b. Beam sizes, span, spacing & stitching screws (if required) . . _ a vi c. Purlin sizes, span &spacing 1.3, Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such 0 5 c m 0 � E d. Upright sizes, height, spacing & stitching screws (if required) agreement. ¢ ({Z ( w °z Q o e. Chair rail sizes, length & spacing _ _ 1.4. Will not alter, amend, or obscure. any notice on the ASDM; f. Knee braces are properly installed (if required) _ _ g. Roof panel sizes, length & thickness . . . _ . . 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use w 1 o ' 3. Check load bearing uprights / walls to deck for: Yes No of the plans and the calculations in the ASDM; a. Anle bracket size & thickness b. Correct number, size & spacing of fasteners to upright . - 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other m LL u c. Correct number, size & spacing of fasteners of angle to deck and sole plate than a total building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's , o d. Upright is anchored to deck through brick pavers then anchors shall go through and m rr pavers into concrete . copyright; ix 3 9 4. Check the load bearing beam to upright for: Yes No 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 8 g w a. Receiver bracket, angle or receiving channel size & thickness . 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided as is and as available." Bennett hereby rn b. Number, size & spacing of anchors of beam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . . . . expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non - infringement. In particular, Bennett its officers, w J d. Roof panel attachment to receiver or host structure . . . . . . _ employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) 1- D e. If angle brackets are used for framing connections, check number, size & thickness 0 that the ASDM i of fasteners . _ is free from error. Q < 2 D f. Post to beam attachments to slab . . . . . . . 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of 2 0 0 Z 5. Check roof panel system for. Yes No the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor w Z O W W a. Receiver bracket, angle or receiving channel size & thickness _ a b. Size, number & spacing of anchors of beam to receiver . for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way 0 — J W C. Header attachment to host structure or beam related to, Contractors use of the ASDM, even if Bennett has been advised of the possibility of such damages. W J J d. Roof panel attachment to receiver or beam _ a Z - n- Z Notes: 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett tit > W by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, w W oi'$ o 0) H w CL ASDMliry including reasonable attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the Q D 0 O a J LLI CC U Z N o z 3 D o 0 j N m CONTRACTOR NAME: w Cr Q F- � > w 1 CO Z W CO U REVIEW POPS ebbs COMPLUANO CONTRACTOR LICENSE NUMBER: z W - LL w REVIEW A n z cc Z c Every effort has been made to identify COURSE # 0002299 ATTENDANCE DATE: O 2 O u. u. o code violations, no oversight by the . , D reviewer shall be construed as authority CONTRACTOR SIGNATURE: J a to violate, cancel, alter or set aside Z co any applicable codes or ordinances. The SUPPLIER: 00 CC LU review and permit should no b e construed LL to W as a warranty or gp aran #ee. Reviewed Sy Date 3/5// 2 BUILDING DEPARTMENT co ? N J W M v x CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) 0 LL WE. t- 2 #6 E W r7 or X o 2 = LL V O O w 0 2 - 1- O a F C J p ° , o F K 7. "An Approved Set of Plans Must CO a �, rr PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF a ° rr Remain on Job Site at All Times HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W a) , a 0 VEHICLES RULE 150 -2, THE SPAN TABLES, CONNECTION J = W DETR!LS, ANCHORING AND OTHER SPECIFICATIONS ARE 0 U c d 0) DESIGNED TO BE MARRIED TO CONVENTIONALLY ° CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND ° z MOBILE HOMES CONSTRUCTED AFTER 1984. 0 1 U tu THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS +, - E , 1 � > ww ' S ' j 8 BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA i 1'� a_ - BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. j . CC ALL CONSTRUCTION MUST COMPLY WITH THE 1 '1 °' / o SSTD r l -'/' AND THE IF ONE AND TWO i 1 1- FAMILY DWELLING py CODE, rg EDITION I. • 4 i - AND STATE OF GEORGIA AMENi E TS SHEET o JOB NAME: I N ADDRESS: _ 1 r a. O U DRAWING FOR ONE PERMIT ONLY 2009 OF 12 0 DESIGN CHECK LIST FOR SCI 1 / VINYL ROOMS .. NERAL NOTES AND SPECIFICATIONS E ,, 1. Desi n Statement: Table 3A -A Conversion Factors a N 9 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved for Screen & Vinyl Rooms y These plans have been designed in accordance with the Aluminum Structures Design Manual by Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host From 120 MPH Wind Zone to Others, Exposure "B" m Lawrence E Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 structure is in good condition and of sufficient strength to hold the proposed addition. Roof Walls Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part 1 -A & II -A; Exposure 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an Wind Zone Applied Load Deflection Bending Applied Load Deflection Bending w 'B' or 'C or'D'; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120 architect, engineer, or a certified home inspection company to verify host structure capacity. MPH (#/SF) (d) (b) ( #ISF) (d) (b) j o a MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressure , Design Pressures 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing 100 10.0 1.09 1.14 12.0 1D8 1.12 r0 a m for Screen / Vinyl Rooms can be found on page 3A -ii: slab and 20' -0" with a type II footing, from the host structure 110 11.0 1.06 1.09 13.0 1.05 107 y a. "B" exposure = PSF for Roofs & PSF for Walls 4. Freestanding structures shall be limited to the maximum spans and size limits of component 120 13.0 1.00 t00 15.0 1. 100 . P g p ponent parts. Larger than z 8- b. "C" exposure = PSF for Roofs & PSF for Walls these limits shall have site specific engineering. 123 13.3 0.99 0.99 15.9 0.98 0.97 y 8 c. "D" exposure = PSF for Roofs & PSF for Walls 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away 130 15.0 0.95 0. 18 0.94 0 91 u c Negative I.P.C. 0 140 - 182 17.0 091 _ 0.87 21.0 0 085 Ne g from any other structure to be considered free standing. 150 20.0 0.87 0.81 24.0 0 85 0.79 E For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page3iii. 6. The following rules apply to attachments involving mobile and manufactured homes: `11 Z Q 2. Host Structure Adequacy Statement: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction ". This c' I have inspected and verify that the host structure is in good repair and attachments made to the applies to utiliy sheds, carports, and / or other structures to be attached. Table 3A -B Conversion Factors *Q.? o structure will be solid. b. 'Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two for Over Hangs 9 uni being attached. Fourth wall construction is considered an attached structure. The most common "fourth From exposure "B" to exposure "C" aaa 0 Phone: wall construction' is a post & beam frame adjacent to the mobile 1 manufactured home. The Wind Zone Applied Load Deflection Bending rr u - Contractor / Authorized Rep' Name (please print) same span tables can be used as for the front wall beam. For fourth wall beam use the caner beam table. MPH (NSF) (d) (b) Z a The post shall be sized according to this manual and /or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x 100 46.8 1.01 1.02 s 0 Date: 0.044" knee brace at each end of the beam. 110 47.1 1.01 tot w 120 48.3 1.00 1.00 0 Contractor 1 Authorized Rep' Signature c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, g 123 50.8 0.98 D97 then a "fourth wall" is NOT required. 130 56.6 0.95 0.92 5. Section 7 contains span tables and the attachment details for pans and composite panels. 140 65.7 0.90 oils Job Name & Address 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights 140 65.7 0.90 _ 0.86 Q Z ui shall be selected from the same tables as for other screen walls. 15 75.4 0 86 0.80 a Note: Projection of room from host structure shall not exceed 16'. z ( 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 3. Building Permit Application Package contains the following: Yes No be 30 PSF. < � z 0 J - w z 8. For high velocity hurricane zones the minimum live load/applied load shall Y A. Project name & address on plans 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind () W Q Conversion Table 3A -C Q W w B. Site plan or survey with enclosure location velocity of 120 MPH. W Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D z 0 0 In C. Contractor's / Designer's name, address, phone number, & signature on plans 10. Spans may be interpolated between values but not extrapolated outside values. j = Q D O u i D. Site exposure form competed 11 . Definitions, standards and specifications can be viewed online atwww.lebpe.com Exposure "B^ to 'C" Exposure "B" to "D" _I U 0 w 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. >_ Z N v E. Proposed project la out drawing 1/8" or 1/10" scale with the following: Mean Roof Load Span Multiplier Load Span Multiplier W z p y g @ 9 13. All utter systems in which the back of the gutter is at or above the pan rib or above the top surface of a Z C� Z ' w 1. Plan view with host structure area of attachment, enclosure length, and g y g p p Ha Conversion Conversio 0 Cr composite panel roof shall have a minimum 2 diameter hole in all gutter end caps or alternate water relief ports Factor Bending Deflection Factor Bending Deflection (n Q projection from host structure CO J I- 14. the aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15' - 1 2 0' 1 29 0.88 0.92 1.54 0.81 0.87 U Q W p rt 2. Front and side elevation views with all dimensions & heights . 3. Beam span, spacing, & size . 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 2 0' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 Q u co z (Select beam size from appropriate 3A.1 series tables) 6063 -T6 after heat treatment and paint process 25' • 30' 1.40 0.85 0.89 1.66 0.78 0.85 - i u < W p 4. Upright height, spacing, & size . . 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / 30' • a0' _ 1 37 0.85 0.90 1.61 0.79 0.85 0 Q Q 1 (Select uprights from appropriate 3A.2 series tables) NPEA / NSA 2100 -2 for category I, 11, & 10 sunrooms, non - habitable and unconditioned. • Use larger mean roof height of host structure or enclosure Q U Q d g (Check Table 3A.3 for minimum upnght size) 17. Post members set in concrete as shown on the following details shall not require knee braces. Values are from ASCE 7 - 05 I� Q _ W 5. Chair rail or girts size, length, & spacing . _ 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure Z Z (p Z (Select chair rails from appropriate 3A.2 series tables) treated wood shall be coated w/ two coats of aluminum metal- and - masonry paint or a coat of heavy- bodied W ,c),` 0 w fi. Knee braces length, location, & size bituminous paint, or the wood or other absorbing material shall be p ainted with two coats of aluminum house Q W 1- 0 O k paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in SITE EXPOSURE EVALUATION FORM 0 0 (Check Table 3A 3 for knee brace size) - _ C.) W L y N section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and 4. Highlight details from Aluminum Structures Design Manual: Yes No Finisher. - - - - - -' - -' - - - 2 (1) 0- H W A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . . - 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or Section 3A tables used: 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are 1 QUADRANT I . Q Z > Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to O warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. I 1 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non - agnetic 600' EXPOSURE 1- wa m MPH wind zone and /or "C" or "D" Exposure for load width 1 - 1 Look up span on 120 MPH table and apply the following formula: stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the F Aluminum Associaton and should not be used. 1 I SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended I CO 4 a fasteners. This is not limited to base anchoring systems but includes all connection types. 1 QUADRANT IV 600 I Z CO 1 (b or a is d) = 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40 %, pursuant to FBC Z a 1 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For 1 EXPOSURE I fro a 1 1 • J o: N A O EXPOSURE MULTIPLIER rooms where the glazed and composite panel /solid wall area exceeds 40 %, glass room engineering shall be - 1 00' You 0 LL W M J (see this page 3) used. 1 QUADRANT II 1 z 2 LT # 0 B. Upright tables w/ sizes, thickness, spacing, & heights I 1 40' too' I I LLI rn E _ (Tables 3A.2.1, 3A.2.2, or 3A.2.3) I 600 E XPOSURE _ 1 g Q-" W m LL °ii z Upright or wall member allowable height / span conversions from 120 MPH -' - • w : ¢ O a m 0 wind zone, 'B' Exposure to MPH wind zone and/or 'C' Exposure for load G ENERAL NOTES AND SPECIFICATIONS FOR SECTION 3A TABLES I ce a tx a 1:-... 0 width 1. The structures designed for Section 3A are solid roofs wi screen or vinyl walls and are considered to be enclosed I 1 O0 C U r r o Look up span on 120 MPH table and apply the following formula: structures designed to be married to an existing structure. 1 QUADRANT III I o m n 0 SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE 2. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with �0 > m m a 2009 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20 °; I = 0.87 for 100 EXPOSURE 1 > . ` _ W •a m e ru /- (b or d) = MPH zone, 1 = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures I 1 03 Ill 0) ; ik m shown in the below table are in PSF ( # /SF). Negative internal pressure coefficient is 0.18 for enclosed structures. 1 1 0 U m EXPOSURE MULTIPLIER t - _. -_. -_ _ _ -. t-- U °i 0 3 Anchors for composite panel roof systems were computed on a load width of 10' and 16' project on with a 2' - - ' - - ' - 4) o )- (see this page 3) overhang. Any greater load width shall be site specific. NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD z ;s7/7 m ,- - Yes No 4. All framing components are considered to be 6063 -T6 alloy. SITE w F ° - ' z C. Table 3A 3 with beam & upright combination if applicable . . . . . . . . . . D. Connection details to be used such as: USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' ? 1 _ 1. Beam to upright Section 3A Design Loads EXPOSURE. 'C' OR 'U EXPOSUR IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. z 1 c for Screen, Acrylic & Vinyl Rooms w N 2. - Exposure 'B" EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other # Beam to wall irregularities, having heights generally less than 30 feet extending more than 1,500 feet m 3. Basic Screen Rooms Over Hang from the building site in any quadrant. 0 4. Beam to beam Wind & Vinyl Rooms All Roofs d - Pressure Roof Walls 1. Any building located within Exposure B -type terrain where the building is within 100 feet 0 5. Chair rail, purlins, & knee braces to beams & uprights t oo MPH 13.0 10.0 12.0 46.8 a iY horizontally in any direction of open areas of Exposure C -type terrain that extends more 0 6 Extruded gutter connection 110 MPH 14.0 11.0 13.0 47.1 than 600 feet and width greater than 150 ft. cc .1 0 120 MPH 17.0 13.0 15.0 48.3 U -clip, angles and /or sole plate to deck . 2. No short term changes in 'b y- ', 2 years before site evaluation and build out within 3 - i rs, ? E. 123 MPH 18.0 13.3 15.9 50.6 site will be 'b' _ ti, 3 A. t. •y 4 F w Foundation detail type & size . - _ 130 MPH 20.0 15.0 18.0 56.6 0 SHEE w 140 - MPH 23.0 17.0 21.1 65.7 3 Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for .re r z ' Must have attended Engineer's Continuing Education Class within the past two years. th an 1 f ee t . 0 t9 *" Appropriate multiplier from page 1. 140 - MPH 23.0 17.0 21. 65.7 150 MPH 26.0 20.0 24.0 75.4 4. Open terrain for more than 1,500 feet in any quadrant. w w ut Note: 5 Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the SITE IS EXPOSURE: EVALUATED BY: DATE: CI above loads from Exposure "B" to Exposures "C" or "D" see Table 3A -C next page Z W SIGNATURE: LICENSE #: 12 m 12 -01 -2009 OF O U d H m0 co INTERIOR BEAM EDGE BEAM (SEE TABLES Q z a (SEE TABLES 3A.1.3) 3A.1.1 & 3A.1.2) 'z i LL . a co ' HOST FOURTH STRUC ME z RE OR LW' FOR v o . L RA M AX UPRIG . T O / H , // H // v Ti ,. - - NI PANS OR PANELS HEIGHT (h) 1" x 2" ° -- m I � p JNI `1. MIN. 3 -1/2" SLAB ON GRP.DC - H ' i /I 'll ALUMINUM ROOF SYSTEM VARIES a OR RAISED FOOTING Z _ Q o s• I ; PER SECTION 7 \ (FOR PAGE FOOTINGS SEE DETAILS �Il CA W/ SOLID ROOF TYP. FRONT VIEW FRAMING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM 7) h a RRIER BEAM POST o 0 V I � �� II ' (HEIGHT OF UPRIGHT IS MEASURED FROM ° o 0 1/ ` ! TOP OF 1" x 2' P LATE TO BOTTOM OF WALL BEAM) I �� LW' LOAD WIDTH Z o AR/FS ` 11 %/ JP FOR ROOF BEAM ALTERNATE CONNECTION w � } 'P /2' / 'P /2' @ FASCIA ALLOWED 8 SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (SEE TABLES) _ � w TYPICAL SLOPED SOLID ROOF ENCLOSURE z Q Z w SCALE: N.T.S. O.H. F - v D O a ALUMINUM ROOF SYSTEM SOLID ROOF I / X u) 0 Z I-- w PER SECTION 7 HOST STRUCTURE OR w 1- Q 2 FOURTH WALL FRAME NO MAXIMUM W 0 z (ELEVATION SLAB OR GRADE) Z 0 0 W m V USE BEAM TO WALL DETAIL ,I, LW = PROJECTION FROM BLDG. 0 (X U O w RIDGE BEAM VARIES VARIES LW = LOAD WIDTH (SEE TABLES 3A.1.4) .A._4‘ ,' 0 J _I 0 O U w I II J. W Z Q Z ■ w 'P' VARIES 0 — F •I NOTES: > W 0 u `` q / 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2 -1/4" CONCRETE FASTENER MAX. OF 2' -0" O.C. W 06 0 - Z �I I' • j AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2 -1/2" S.M.S. W/ U Q m W L.L. ' I. WASHERS OR #10 x 2 -1/2" WASHER HEADED SCREW -0" O.C.. ANCHOR BEAM AND COLUMN D J M S z H ! � � � ='� 2' Li o CONNECTION. INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @EACH POINT OF 0 } Z < 0 � ` � -f ) / r 2 . SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. • U 0 F- , 1 - - CC -� ' , �� ! 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 < 0 0 a !q ' 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING Z (q i z R/ ` I / P CONVERSION: D W D � h 100 -123 130 140 150 Z w N N #8 #10 #12 #12 co 2 1 w TYPICAL GABLE SOLID ROOF ENCLOSURE TYPICAL SCREEN ROOM D /'- ~ SCALE: N.T.S. SCALE: 1/8" = 1' -0" Q 0 = 1- ✓ to W C CO r d z It 2 • o ce o 0 w C7 LL W M M -J W E p c x = d W m w i z z :,-(1° 0 C ti d ? 0 p G w N <n O 0 o m 1- r a EE < U .0 L W N cc m U -5 " • . m U c `M m U • O F E d z cU w -1 z 3 rn c. d O m o n. w a ce w o '042 z .A L r °' O SHEET iti 0 J Q z 11 2 CO 3 w 0 w w w z `° z w 12 12 -01 -2009 OF O � 1 x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL 2" x 2" OR 2 "x 3" POST COMPOSITE ROOF PANELS: = ,74: °' WITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER #8 x 9/16" TEK SCREWS BOTH (4) 114" x 4" LAG BOLTS W/ RISER PANELS ATTACHED PER co HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6" OF SIDES 1 -1/4" FENDER WASHERS PER CHAPTER 7 di k PAN ROOF, COMPOSITE $ z ¢ PANEL OR HOST STRUCTURAL SPACING AS FOLLOWS EACH SIDE OF EACH POST @ 4' -0" PANEL ACROSS THE a 0 LL FRAMING MAX. UPRIGHT 24" O.C. MAX 1" x 2.1/8" x 1" U- CHANNEL OR FRONT AND 24" O.C. ALONG rn WIND ZONE SPACING RECEIVING CHANNEL SIDES imimimo, _.. . .. . (4) #8 x 1/M.S. EACH SIDE _. y 2" S. IliAl 100 T -0" .. z OF POST 110 6' -T MIN. 3 -1 /2" SLAB 2500 PSI �r r� W c S 1 x 2 TOP RAIL FOR SIDE 120 6' -3" CONC. 6 x 6 - 10 x 10 W.W.M. { CONCRETE ANCHOR WALLS ONLY OR MIN. FRONT 123 6' -1" OR FIBER MESH r (PER TABLE) > WALL 2 x 2 ATTACHED TO 130 5' -8" 1 -1/8" MIN. IN CONCRE I E _ HEADER ATTACHED TO POST : ' 9 5 POST W/ 1" x 1" x 2" ANGLE 140 1 &2 5 CLIPS EACH SIDE OF POST 150 4' -11" CONCRETE IN SCREW BOSSES m '61 O a ALTERNATE POST TO BASE CONNECTION - DETAIL i \\ m INTERNAL OR EXTERNAL V L' CLIP OR 'U' CHANNEL CHAIR SCALE: 2" = 1' -0" z ¢ o . •: RAIL ATTACHED TO POST W/ o 1_._ at- MIN. (4) #10SM.S. GIRT AND KICK PLATE2 "x2" 2"x2", W(SEESPANT 3 O HOLLOW RAIL HOLLOW (SEE SPAN TABLES) 8 _ ::7 , 1" x 2 -1l8" x t" U- CHANNEL OR 1-1Z.' Z u d z In • ' GIRT OR CHAIR RAIL AND KICK 2" x 2" OR 2" x 3" POST - RECEIVING CHANNEL FOR SNAP EXTRUSIONS GIRT O PLATE 2" x 2" x 0 -032" MIN #8 x 9/16" TEK SCREWS BOTH ATTACHED TO POST WITH (1) ( - HOLLOW RAIL SIDES MIN. (3) #10 x 112" S M.S. 1N O W Q ANCHOR 1 x 2 PLATE TO SCREW BOSSES Z O O W w m CONCRETE WITH 1/4" x 2 -112" 1 x 2 OR 2 x 2 ATTACHED TO (� IX L� 0 O U BOTTOM W/ 1" x 1" x 2 "' x 1/16" ANCHOR RECEIVING CHANNEL U) J J 0 N CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH TO CONCRETE W/ FASTENER #8 x 9/16" TEK SCREWS BOTH - W } Q Z w 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" SIDES 1" x 2" OPEN BACK BOT Q Z I - w POST AT 24" O.C. MAX. OR \ S.M S (PER TABLE) WITHIN 6" OF RAIL 5 W Q ( n THROUGH ANGLE AT 24" O.0 EACH SIDE OF EACH POST @ 1" x 2 -1 /8° x 1" U- CHANNEL OR POST ATTACHED TO BOTTO W Q J Z MAX 1" x 2" x 0.032" MIN. OPEN BACK 24" O.C. MAX. R ECEI VIN G CHANNEL W /MIN. ( #t0 x 1-1/2" Q W a 1 1 .. S.M.S. IN SCR BOSS U co CO 0 MIN. 3 -1/2" SLAB 2500 PSI �.�, �•Cr EXT RUSION MIN. 3 -1/2" SLAB 2500 PSI r r 1 1 = J Z CONC. 6 x 6 - 10 x 10 W.W.M. II MIN. IN CONCRETE CONC. 6 x 6 - 10 x 10 W.W.M. - ■ =� CONCRETE ANCHOR: : 1/4" x 2 -1/4" MASONRY H O Q W 0 f! 1-1/8" ONCRETE OR FIBER MESH 11311111111 (ALTERNATE WOOD DECK 2" (PER TABLE) III III ANCHOR @ 6" FROM EACH Q 0 d OR FIBER MESH 1 -1 /8 PTP USE WOOD FASTENERS VAPOR BARRIER UNDER VAPOR BARRIER UNDER 1 -1/8 "MIN. EMBEDMENT INTO POST AND 24" O.C. (MAX.) f Q U O d K W/ 1 -1/4" MIN. EMBEDMENT) CONCRETE CONCRETE CONCRETE I Z ( z POST TO BASE, GIRT AND POST TO BEAM DETAIL ALTERNATE POST TO BASE CONNECTION - DETAIL 2 TYPICAL UPRIGHT DETAIL 2 W c o LLP SCALE: 2" = 1' -0" SCALE: 2" = 1' -0" SCALE: 2" = 1' -0" Z _ N N AL CONNECTION: 2 w 1 i (2) #10 x 1 -1/2" S.M.S. F_ 1 - ALTERNATE CONNECTION THROUGH SPLINE GROOVES Q 0 DETAIL 1" x 2" WITH BEAM / HEADER i 1111111i11-7 O (3) #10x 1 -1/2" S.M.S. INTO EDGE BEAM ~ SC BOSS ► SIDE WALL HEADER d' co 3 1" x 2" OPEN BACK ATTACHED ATTACHED TO 1" x 2" OPEN PURLIN OR CHAIR RAIL 'of m a (2) #1 D x 1 1/2" S. M. S. INTO ANGLE CLIPS MAY BE BACK W! MIN. (2) #t0 x 1 -112" ATTACHED TO BEAM OR POST (O I� a SCREW BOSS TO FRONT POST W! t r- z SUBSTITUTED FOR INTERNAL #10 x 1 -1/2" S.M.S. MAX. 6" S.M.S. W/ INTERNAL OR EXTERNAL' L' O n - ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CLIP OR CHANNEL W/ MIN. SCREW BOSSES It 2 a m 0 CONCRETE W/ 1/4" x 2 -1/2" FROM EACH END OF POST 4 #10 S.M.S. O W W J ft M M -J w AND 24" O.C. O CONCRETE ANCHORS WITHIN - - z 2 0 i 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S. W (0 o x E POST AND 24" 0.C. MAX. INTO SCREW BOSS O O W i @ gy p` a MIN. 3 -1/2" SLAB 2500 PSI .. .. l 1" x 2" EXTRUSION SIDE WALL GIRT ATTACHED TO 1" a m CONC. 6 x 6- 10 x 10 W.W.M. ■ x 2 ° n " OPEN BACK W /MIN. (3) c ti a v OR FIBER MESH 1 -1/8" MIN. IN CONCRETE j # x 1 -1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL �J O j _n 0 ( {�� III lit SNAP OR SELF MATING BEAM w n a VAPOR BARRIER UNDER BOSSES ONLY p m F- 5 n 3 CONCRETE Q LU CO . co -- w FRONT WALL GIRT w = v w ' Mr ALTERNATE HOLLOW UPRIGHT TO BASE AND El ?' / m v ' > x # m SNAP OR SELF M / ATING BEAM 0 -'I O HOLLOW UPRIGHT TO BEAM DETAIL ONLY 0 " 1- SCALE: 2" = l' -0" o 0 HEADER BEAM 111:21 - - FRONT AND SIDE BOTTOM PURLIN TO BEAM OR GIRT TO POST DETAIL w '. z z ANCHOR 1" x 2" CHANNEL TO SCALE. 2" = 1' -0" z CONCRETE WITH m (4) #10 x 1 /2" S.M.S. EACH SIDE RAILS ATTACHED TO w c 1/4" x 2 -1/4 "CONCRETE OF POST CONCRETE W/ 1/4" x 2 -1/4" p N / m ANCHORS WITHIN 6" OF EACH 1" x 2" OPEN BACK ATTACHED CONCRETE /MASONRY H -BAR OR GUSSET PLATE w °, SIDE OF EACH POST AT 24" TO FRONT POST W/ ANCHORS @ 6" FROM EACH FOR WALLS LESS THAN 6' -8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR p W 1111111 O.C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B. #10 x 1 -1/2" S.M.S. MAX. 6" POST AND 24" O.C. MAX. AND O BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND 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 �' m rt MIN. (4) #10 x 1/2" S.M.S. @ AND 24" O.C. 1" CONCRETE / • MIN. 3-1/2" SLAB 2500 PSI EACH POST MIN. -� FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE J AI Z CONC. 6x6 -10x10 W.W.M. OR ,� . ,� � O OF T HE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1- 314" x4" STRAP A i L . i I 1 z FIBER MESH �1�1■■�1� 1^1/8 MINr GIONCRETE III AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT w SH EET z VAPOR BARRIER UNDER A jI I I I IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON w w CONCRETE THE POST AND HAVE A TOTAL (12) #10x3/4" S.M.S. - 4 Ei ALTERNATE PATIO SECTION TO UPRIGHT AND co z PATIO SECTION TO BEAM DETAIL TYPICAL & ALTERNATE CORNER DETAIL zt w 12 m SCALE: 2" = 1' -0" SCALE: 2" = 1' -0" 12-01-2009 OF © t NOTE: EXTRUSIONS W/ INTERNAL FLASHING AS NECESSARY TO SCREW BOSSES MAY BE [ ROOF (COMPOS OR PAN TYPE) PREVENT WATER INTRUSION CONNECTED W/ (2) #10 x 1 -1/2" ° ^ m FASTEN PANELS TO EDGE ITE BEAM PRIMARY FRAMING BEAM INTERNALLY 5-; (PER DETAILS tN PANELS SECTION 7 AND 1 OR 3A) (SEE TABLES 3A.1.1, 2) e o u ' -- 1. HEADER /- a o o LL r 1 -1/2" x 1 -1/2" x 0.080" ANGLE •" H m (SEE TABLE 3A 3 a- m 1- 6" MAXIMUM EACH SIDE OF CONNECTING ® c O PANS OR ® BEAM WITH SCREWS AS o w ? W W ., C. ■ " r C OMPOSITE PANELS do* SHOWN ' 0 u E ¢[r 0 = PER e it INCH OF BEAM DEPTH \ c IF KNEE BRACE LENGTH > j w w \ EDGE BEAM TABLE MINI. #8 S.M.S. x 314" LONG ~ • EXCEEDS TABLE 1.7 USE w i _ H ? I 3A.1.1, 2 NUMBEk REQUIRED EQUAL 1116 Q CANTILEVERED BEAM O 3 1 ,-'-' ® O TO BEAM DEPTH IN INCHES \ INTERIOR BEAM TABLES: _ 1 CONNECTION DETAILS _ w '® 3A.1 3 z ro m ° a m ° POST TO BEAM SIZE AN SCREEN OR SOLID WALL I POST SELECT PER TABLE 3A.3 # OF BOLT'. ° c o (MAY FACE IN OR OUT) USE 2 x 3 MINIMUM (SEE THRU -BOLT HEADER \,\� S "- HOST STRUCTURE ROOFING W /RO #10 x 3 SAM.S. @ 6HOR Q BEAM TO BEAM CONNECTION D z o fi • 2" STRAP - LOCATE @ EACH F EACH END AND @ 24" SCALE: 2" = P -0" w POST, (Z) 1/4" x 2" LAG • BEAM TO WALL CONNECTION: S 4 ( SCRE © 24" 0. C. (MAX.) 2" x _" S.M.:. KNEE BRACE ( EXTERNALLY MOUNTED EACH STRAP (2) REQUIRED ANGLE EXT OR RUSI RECEIVING ONS WITH FRAME WALL W/ MIN BOSSES \ ANGLES ATTACHED TO WOOD J (2) #10 x 1/2" SCREWS CHANNEL wa MIN. (2) 3/8" x Q z USE ANGLE EACH SIDE FOR \ I MAY BE CONNECTED ECTED WITH 1 -1 /2" INTERNA Z (/) O 2" LAG SCREWS PER SIDE OR 2 x 2 TO POST CONNECTION I TO CONCRETE W/ (2) 1/4" x F iu WITH HOLLOW POST (2} #10 x 2 -1/4" A Q 0 Q z \ ,. 1 _ .. NCHORS OR MASONRY WALL ADD (1) ANCHOR PER Z 0 W C) W m WITHIN 6" O 1/4" BOLT 24" O.C. MAX. \ _ ` V J m- SIDE FOR EACH INCH OF BEAM O w @ ' LONG SQUIRED = H D EPTH LARGER THAN 3" } 0 N z F EACH POST / e x _ "POST CL - J J O FASTEN 2 x 2 POST - P EQUAL TO BEAM DEPTH W/ (2) EACH #10 S.M.S. INTO ' ' I f N INCHES O w _ ALTERNATE CONNECTION: Q Z Z SCREW SPLINES r e a � (1) 1 -3/4" x 1 -3/4" x t- 314" x 1/8" W Q (/) INTERNAL Li-CHANNEL T x 2" x 0.062" ANGLE EACH a ' '° EXTRUDED ATTACHED TO WOOD FRAME Q J W g LL SIDE (3) EACH #8 S.M.S. EACH ! „ OR SUPER WALL W/ MIN. (3) 3/8" x 2" LAG C7 co O LEG INTO POST AND INTO t 1 GUTTER M DISTANCE TO INTERIOR BEAM TABLES: / SCREWS OR Td CONCRETE z Q w O GUTTER (MIN.) HOST STRUCTURE WALL 3A.1.3 OR MASONRY WALL W/ (3) 1/4" 0 fx 0 0. J W FASCIA AND SUB - FASCIA 36" WITHOUT SITE x 2 -1/4" ANCHORS OR ADD (1) D U F. E a SPECIFIC ENGINEERING ANCHOR PER SIDE FOR EACH Q 0 0 CL w ~ W J o- EXTRUDED OR SUPER GUTTER / RISER ALTERNATE 4TH WALL BEAM CONNECTION DETAIL LARGER THAN 3" W w (OR TRANSOM) WALL (a FASCIA (WITH SOLID ROOF) SCALE: N.T.S. SCALE. 2" = 1' -0" 2" x s" x 0.072" x 0 224~ BEAM BEAM TO WALL CONNECTION DETAIL Z N O cp ik SHOWN SCALE: 2" = 1' -0" 0 ti 6. 2 07 H w 1 -3/4" STRAP MADE FROM I 7 1 3 REQUIRED GUSSET PLATE DOOR Q Oz n w ROOF PANEL MATERIAL \ (SEE SECTION 7 (SEE TABLE FOR LENGTH AND \ e e \ -§ # OF SCREWS REQUIRED) \ k k k ® \ " i'.� " �' qf _ �e e k . . k k k k >(''. O \ \ ( w •" ; e \ z N '' L BEAMS MAY BE ANGLED FOR WHEN FASTENING 2" x 2" k k k >c k k ® \ HINGE LOCATION O O GABLED FRAMES �_ ANCHOR PER DETAIL FOR PAN THROUGH GUSSET PLATE I ® k k k k k k k k k k k \ \ O LL * 2 W M ° w _ _ : OR COMPOSITE PANEL O t 111 ® k k k k x ® \ z 2" i USE #10 x 2 3 EACH MIN. k O FOR NUMBER OF BOLTS AND k k k k k k k k \ 2 x 2 EXTRUSION 2 x 2 EXTRUSI W 2 : ., SIZE OF POST (SEE TABLE e ® 0 k ›c" k k k k k k k ® k e W W m n BEAM AND POST SIZES • 3A. ® ® k k k ® k H LOCATION w 1 ¢ O V m (SEE TABLES 3A.3) 1 "x 2" MAY BE ATTACHED FOR ® k k ® e k o c a v 0 v U SCREEN USING (1) ti t\ ® • 2. -; O POST NOTCHED TO SUIT #10 x 1 -1/2" @ 6" FROM TOP e� n =� "" o C m S s r o 02 0 AND BOTTOM AND 24" O.C. e j � .. I 1 < _ m� .. ., W w o! S NOTCH POST TO CARRIER BEAM CONNECTION e {\ I ®� W� HINGE LOCATION m SCALE: 2" = 1' -0" ALL GUSSET PLATES SHALL \[ 1 \ t c C: F O BE A MINIMUM OF 5052 H-32 \ e 1' I ' v 0 1 y `, z ` ~ ALLOY OR HAVE A MINIMUM 0 1\ , yam 2 m Z La YIELD STRENGTH OF 23 ksi J ® W ^ " t w ROOF PANEL \ h NOTES: _z E (SEE SECTION 7) db = DEPTH OF BEAM \ e \ e " y 1 O 1 . Door to be attached to structure with minimum two (2) hinges. z e ds = DIAMETER OF SCREW w o 1 -3/4" x 1 -3/4" x 0 .063" - - - - - - - - \ \ e 1 a 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. p RECEIVING CHANNEL THRU I�a� ANCHOR PER DETAIL FOR PAN 2d 27d: \ STRAP TABL BOLTED TO POST W /THRU _ I - OR COMPOSITE PANEL \ BEAM SCREWS STRAP 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. , ' a. a BOLTS FOR SIDE BEAM 1 .1 2" x 6" x 0.050" x 0.120" \ SIZE # /SIZE LENGTH L FOR NUMBER OF BOLTS AND UPRIGHT SHOWN 2" x r (4) #12 2 ' ( . c OF BOLTS (SEE TABLE 3A.3 FOR NUMBER 1 1 _ 1_ SIZ OF POST (SEE TABLE ui 2 x a (a) #1a 3-1/4 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. �j O _ 2" x 9" 4) #14 3-1/4" 1 O : 1 1. 3A 3) 2" x 10° s) #14 4 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. v 2 NOTES: ALL SCREWS 3/4" LONG A7�I/L;�:i�l • BEAM AND POST SIZES IIII 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 6. If door location is adjacent to upright a 1" x 2" x 0.044^ may be fastened to upright w th #12 x 1" SHEE z (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. S.M.S. at 12" on center and within 3" from end of upright. c7 it SCREEN USING (1) 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER. w #10 x 1 -1/2" @ 6" FROM TOP 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 0 5 uJ 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) iii CENTER NOTCH POST TO CARRIER BEAM CONNECTION TYPICAL SCREEN DOOR CONNECTION DETAIL a w GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION 1 2 m SCALE: 2" = 1' -0" SCALE: N.T.S. SCALE: 2" = 1' -0" 12 -01 -2009 OF 0 CONCRETE CAP BLOCK OR 1/4' x 6" RAWL TAPPER REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY ANCHOR ALUMINUM FRAME BLOCK (OPTIONAL) THROUGH 1" x 2" AND ROW W FRAME SCREEN LL BLOCK KNEE WALL MAY BE TO WALL OR SLAB WITH LOCK INTO FIRST COURSE OF ROW LOCK ADDED TO FOOTING (PER m 1/4" x 2 -1/4^ MASONRY —I (1) #40 BAR CONTINUOUS BRICKS 2500 P.S.I. CONCRETE °' ANCHOR WITHIN 6" OF POST BRICK KNEEWALL TYPE S SPECIFICATIONS PROVIDED w • AND 24" O.C. MAXIMUM (1)#40 BAR AT CORNERS AND O N WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE = o ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR MORTAR REQUIRED FOR ) LOAD BEARING BRICK WALL 10' -0" O.C. FILL CELLS AND MI E ^ WALL DETAIL) MESH (SEE NOTES a a Pi _ FIBER MESH) , B KNOCK OUT BLOCK TOP BRICK OR OTHER NON- ALUMINUM UPRIGHT RIBBON OR MONOLITHIC COURSE WITH 2,500 PSI PEA STRUCTURAL KNEE WALL 4" (NOMINAL) PATIO CONNECTION DETAIL (2) #50 BARS CONT. W/ 3" CIII FOOTING (IF MONOLITHIC ROCK CONC. DECK r WIDE x 0.063" THICK STRAP m IN CONCRETE SLAB (SEE NOTES (SEE PAGE 2) .1 SLAB IS USED SEE NOTES OF @ EACH POST FROM POST TO COVER u m 1 CONCERNING FIBER MESH) LAP 25" MIN w APPROPRIATE DETAILS) 'F` 6 x 6 - 10 x 10 WELDED WIRE I FOOTING W/ (2) #10x3/4" IIII _ 3.1/2^ N 'sh ,,L 12• ,1c MESH (SEE NOTES r I . et. e 8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) S.M.S. STRAP TO POST AND 5d MIN .r • \ MIN. °z Q (MAX. 32 ") SLAB OR FOOTING (2) #40 BARS MIN. 2 -1/2" OFF (TYPICAL) TOTAL \/ (1) 1/4" x 1 -3/4" TAPCON TO (1) #5 0 BARS W/ 3" COVER 16" MIN. ° l 1 . \ m , M GROUND / \\ .. p . p . 1 / \7 j / /�� / /�� // 1 2 0 0 KNEE WALL FOOTING FOR SCREENED ROOMS BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS w % \ + \ / \ /X /X / / / 6 M VAPOR k ce /\',/ // /� /% /\ BARRIER IF AREA TO BE \ mw SCALE: 1 /4" = 1' -0" SCALE: 1/2" = 1' -0" (2) #5 BAR CONT. z c7 a 4 A �` ' � *� A � A ENCLOSED ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK O ( 16" MIN. TERMITE TREATMENT OVER 32" W N 10x -0" STEM WALL 8" x 8" x 16" C.M U co UNDISTURBED OR S 40" 12° 2 8' -0" (1) #40 BAR CONTINUOUS m COMPACTED SOIL OF 48" 18" 3 6' -0" Ii � UNIFORM 95 Jo RELATIVE J w cn ^ (1) #50 VERT. BAR AT DENSITY 1500 PSF BEARING 56" 18" 3 4' -0" w - CORNERS AND < _ a_ 60" 24' 3 2' -8" E ' _ 1 Notes: d w m 2,500 500 PSI PEA ROCK O.C. MAX. FILL CELLS W/ 1. All connections to slabs or footings shown in this section may be used with the abo footing. Z w 72" 30" 4 1' -4" > < t O 2 Knee wall details may also be used with this footing. W 0 z `, CONCRETE 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 0 W w •13i 8' x 1 2 " CONCRETE FOOTING 4 . Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM' e3TM (Formerly Fibermesh MD) per maufacturer's Z 0 O m .6 (2) #5 BAR GONT. s ma be used in lieu of wire mesh. ()' WITH (N) #5 BAR CONT. 2 " MIN. Y __I J Ur U N O U w •',, LOCATE ON UNDISTURBED t PER FT. MAX. FOR (1) #5 BAR CONT. _ n _ , - MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA W } Q Z w NATURAL SOIL 2' -0" MIN. 3 -1 /2" (TYP. — — T - - "� 0 Z ALL SLABS) v : / \ SCALE: 1/2" = 1' -0" ~ CD et • ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS BEFORE SLOPE / � �j/ 5 W a Notes: -- 0, r \ T< i'� /,rv/ r a / A ty W CZ 0 j Z g 1. 3 -1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, ��• 17 /N/ // • �j�/� �i /�� %,� , N / / • 4, �,\ / / J M m Z D InForce e3TM (Formerly Fibermesh MD) per maufacturer's s p e c i fi c a t i o n may be used in lieu of wire mesh. ✓ / ; / 8' 1 2 " 1 — Z <W O Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil / 8 " 0 1 0 0 J 90% density. TYPE 1 TYPE II TYPE III EXISTING FOOTING NEW SLAB W/ FOOTING d 2 Local code footing requirements shall be used in of the minimum footings shown. Orange County footings FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING r Q U O W L shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. 0-T1 12 2" 112" - 1 > 1' -10" . W J D a Notes: v \• \v \ Z (A Li. z RAISED PATIO FOOTING 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil � I W o 0 0 k KNEE WALL FOOTING FOR SCREENED ROOMS shall be verified, prior to placing the slab, by field soil test or a soil testing lab. �.�� \ 0 O N E SCALE: 1/4"= 1' -0" 4 " The slab/foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. //� Z E 3. No footie other than 3 -1/2" 4" nominal slab is re required except when addressin erosion until the projection n (2) #5 BARS "DOWELED INTO / \\ \\ \\ \` \` \ \` \ \ , \ \ \ U from the host structure of the carport or patio cover exceeds 16' -0" Then a minimum of a Type II footing is EXISTING FOOTING WI EPDXY , /,,,, A � \/ � � � � �� _ — x required. All slabs shall be 3 -1/2" (4" nominal) thick. 8 EMBEDMENT, 25" MIN. LAP J 13 NEW SLAB � 12" 4"=4" EXISTING SLAB 4, Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or < o crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3TM' (Formerly Fibermesh MD) per manufacturer's TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING z IIIFIMIK specification may be used in lieu of wire mesh. Al slabs shall be allowed to cure 7 days before installing SCALE: 1/2" = 1' -0" #30 RE -BAR DRILLED AND anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local J- § Q EPDXY SET A MIN. 4" INTO CO co code. Local code governs. c p MIN. (1) #30 BAR 4 EXISTING SLAB AND A MIN. 4" z CONTINUOUS 8' � INTO NEW SLAB 6" FROM (See additional detail for structures located in Orange County, FL) w 6. Screen and glass rooms exceeding 16' -0" projection from the host structure up to a maximum 20' -0" It 2 (' m EACH END AND 48" O.C. m O projection require a type I I footing at the fourth wall frame and carrier beams. Structures exceeding 20' -0" J W M M w shall have site specific engineering. O W W LL v e DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SLAB - FOOTING DETAILS z LL m o SC 3/4" = 1' -0" SCALE: 3/4" = 1' -0" 5 W u m a m z USE 2" x 4" OR LARGER a 0) o tu SCREWS DETAILS FOR FRONT WALL p C U a o (SEE FASTENER TABLE) UPRIGHTS ] , O 0 1" x 2" CHANNEL 1/4" S.S. x _" LAG SCREWS < m 1- .t i .. a \ W/ 1/4" x 1 -1/2" FENDER > m M L cc W 3!4" PLYWOOD DECK \ \ WASHER (SEE TABLE 4.2) @ 6" m w = w \ FROM EACH SIDE OF POST p O A 24" O.C. PERIMETER ., t t z � � E m O W (� F Z �- w / 1 -1/2" (MIN.) 1!4" LAP z PERIMETER DOUBLE / o w N 2x60R2x8 STRINGER 0 p / a @ 16" O.C. 7 f a a. � •' ' � 4 2C1� Z ALTERNATE WOOD DECKS AND FASTENER LENGTHS L . 3/4' P.T.P. Plywood 2 -1/2" 5/4" P.T.P. orTeks Deck 3 -3/4' p SHEET Z 2" P.T.P. 4 "' a z r w w o w SCREEN ROOM WALL TO WOOD DECK z SCALE: 3" = 1-0" i w 12 m 12 -01 -2009 O F © UNIFORM LOAD UNIFORM LOAD TRUFAST SIP HD FASTENER a "t " +1 -1/2" LENGTH (t +1 ") @ ■ ••••••• ••••••■ ■ •••• 8' O.C. t +1 -1/4" y U m SELF - MATING z LL 1 1 a -{ w BEAM °q a a (SIZE VARIES) r A B A B ` ? o SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN w E : UNIFORM LOAD UNIFORM LOAD i Q m I III A IIIIIII a a IIIIIII A IIIIII1 A IIIIII1 ° o ls,111 T ® n i1.;.e 1 32 o 9- en SUPER OR �`� t o 2 ir I r L i' 'l" l EXTRUDED \\ m u A B C A B C D e GUTTER li ° z a 2 SPAN 3 SPAN ® 'c THRU -BOLT # AND SIZE PER 3 0 TABLE 3A.3 8 g UNIFORM LOAD J 2" x 2" ANGLE EACH SIDE D BEAM SIZE PER TABLE 1.10 Z CO (q j-1 / 1 1 / Z- • 2 O Z A B C D E SELF - MATING BEAM Z O W C. fn 2 4 SPAN } J W J 0 z 1- d Z NOTES: -5 w O 1) 1 = Span Length W •t3 fn LL ! POST SIZE PER TABLE 3A 3 d a = Overhang Length W' 0 c 7 Q 0 0 J 2) All spans listed in the tables are for equally spaced distances between supports or anchor points- w D O W i t Hollow extrusions shall not be spliced. THRU -BOLT # AND SIZE PER e a 0 I- >-• Z O 0 z 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. TABLE 3A.3 �l' -' J 0 U 0 j 0 0 m LOAD PER TABLE 3A.3 : : ¢ CC > # AND SIZE OF CONCRETE (- U) Z m 0 SPAN EXAMPLES FOR SECTION 3 TABLES ANCHOR PER TABLE 9 (i fi co ? L W w S N.T.S. Lu UJ 00 Lu ALTERNATE SELF - MATING BEAM CONNECTION 5 .e N 0 - (3 TO SUPER OR EXTRUDED GUTTER 0 LU CC J ZO - D(218'L) Q W co W u) W C (119'L) CO 2' W 8 (t 1 /4'L) w ( Z a. W A (3/9'1-) - - W A I A I I A I A 0 It Z N t t t 0 J W 0 Z2 w 0 LL ? L L - # ai x E 1 - ALLOWABLE BEAM SPLICE LOCATIONS 0 w m 0 SCALE: N.T.S. ¢ ,I O ` H SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM ai cu j a m @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ❑ w C t - q 3 3 f- ALL SPLICES SHALL BE MINIMUM d • 50" 2 C j n a STAGGERED ON EACH t d -.50" / d -.50" T 1" MAX. (1) 1- m m n z SIDE OF SELF MATING BEAM I w PLATE TO BE SAME + + + + + + + + TJ W > n 0 0 THICKNESS AS BEAM WEB 75" d_.50^ d C M o " o PLATE CAN BE INSIDE OR �l 1- a OUTSIDE BEAM OR LAP CUT 1 + + + + + + + + ` Z z CO Tv' DENOTES SCREW PATTERN 1" MAX o -/ w NOT NUMBER OF SCREWS m 0 0 HEIGHT 2 x (d - .50 ") LENGTH O O 1- Z Minimum Distance and 0 D- Spacing of Screws' Gusset Plate r CL Screw ds Edge to Center to Z w Size (in.) Center Center Beam Size Thickness • ro gds (in.) 2.1 /2ds (in.) (In.) • #8 - 0.16 3/8 7/16 2" x 7" x 0.055" x 0.120""' 1 /16 = 0.063 W F #10 0.19 3/8 1/2 2" x 8" x 0.072" x 0.224' 1/8 = 0.125 #14 # o zt /4" 0.25 1//2 9/16 /8 2 "x9 "x0.082 "x0.306" 1/8 =0.125 w S" __01 t1 9 Z 5/16" 0.31 5/8 3/4 2" x 10" x 0.092" x 0.369" 1/4 = 0.25 1- refers to each side of splice HE ET on "u for 2"x4 "and 2 "x6 "also o Note: ❑ N 1 All gusset plates shall be minimum 5052 H -32 Alloy or have a minimum yield of 30 ksi. N N X K 7 Fe CI O a TYPICAL BEAM SPLICE DETAIL SCALE: 1" = 1'-0" 12 0 12 -01 -2009 OF © .1 d N Table 3A.1.1 -110 Town & Country Industries, Inc. Table 3A.1.3.110 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions TCI 6005 for Screen, Acrylic or Vinyl Rooms Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms � 1 Aluminum Alloy 6005 T -5 Aluminum Alloy 6005 T -5 w For 3 second wind gust at 110 MPH velocity; For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #NSF 2 g ty; using design load of 11.0 #./SF (47.1 #ISF for Max. Cantilever) p u. 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Tributary Load Width = T -0" 1 3'-0" 1 4'-0" 1 5 -0" 1 6 1 T -0" 1 8' -0" 1 10'-0" 1 12' -0" 1 14'-0" i 16'-0" 1 18' -0" ^ -1 `V o- m Load Max. Span 'L'/(bending 'b' or deflection' d') Load Max. Span 'L' /(bending' b' or deflection' d') q N Hollow Beams Allowable Span): / bending 'b' or deflection 'd' Width (ft.) 182 Span 3 Span 4 Span Ca t ever Width (ft.) 18.2 Span 3 Span 4 Span Canti ever 2" x 4 x 0.050" 13' -3' d1 11' -7" di 10' -6" dI 9' -9" di 9' -2' di 8' -9' d1 8' -0" di 7-9" di 7' -4 di 6' -11" di 6' -6 d� 6'-4' d Z n - 4 5' -10" 7' -2" 7'-4" 1' -1- 4 8' -1' 9' -1V 10• -2" 1' -6" Self Mating Beams Allowable Span 'L'/ bending' b' or deflection' d' 4T-4 j 5 5' -5' 6' -8" 6' -9° 0' -11` 5 T -6" 9' -3" 9' -5" 1'-4" 2" x 4" x 0.045" x 0.088" 14' -9" d 12' -10" d 11' -8" d 10' -10' d 10' -2" d 9' -8" d 9' -3' d 8' -7" d 8• -1" d 7' -8` d 7' -0" d T -1' d -C 6 5' -1' 6' -3' 6' -5' 0' -11" 6 T -1" 8' -8' 8' -11` 1' 3" I- 2" x 5" x 0.050" x 0.116" 1 d 15'-11" d 14'-5" d 13 d 1 2' -7" d 11' -11' d 11'-6" d 10'-8" d 10 d 9'-6` d 9 V d 8,7 d ur • _ 7 4' -17 5' -1V 6' -1" 0'•11' 7 6' -8" 8' -3` 8• -5" B 4' -7" 5' -8" 5' -1D" 0' -10' B 6' - T -11' B' -1" 1' -2" 2" x 6" x 0.050" x 0.120" 21'-4' d 18'-8" d 16'-11' d 15 dt 14'-9" d 14 d 13'-5" d 12'-6" d 11 d 11'-7 d 10'-8' dt 10'-3" d 2" x 7" x 0.055" x 0.120" 24' -5 d 21'4" dl 19'-4' d 17' -11" dl 16' -11" di 16' -1' d 15'-4" d 14' -3" d 13' -5 d 12' -9' d 12' -2" dl 11' -9" dl ¢ § 9 4' -5' 5' -6' S' -7" 0' -10" 9 6' -2" T -7" T -9" 1' -1" m 10 4' -3" 5' -3" 5' -5' 0' -9' 10 5' -11" 7' -4" 7' -6' 1' -1" 2" x 8" x 0.070" x 0.224" 30'-V d 26' -3' d 23'-10" d 22' -2' d 20' -10" d 19' -9' d 18' -11" d 1T -7" d 16' -6' d 15' -9' d 15' -0" d 14' -5' d tb j. c `r7, 11 4' -2" 5' -1' 5' -3" 0' -9' 11 5' -9" 7' -1" T-3" 1' -1" 2" x 9" x 0.070" x 0.204" 33' -1" d 28' -10" d 26' -3' d 24'4' d 22' -11" d 21' -9" d 20' -10" d 19'-4' d 18' -2' d 1T -3' d 16' -6' d 15' -11' d q U. o 12 - 4' -0` 4' -11' 5' -1' 0' -9' 12 5' -7" 6' -11' 6' -11" 1'-0" 2" x 9" x 0.082" x 0.326" 35' -5" d 30' -11" d 28' -1" d 26' -1" d 24' -T d 23'-4" d 22'-4" d 20' -9" d 19' -6' d 18' -6" d 17' -9" d 17' -0' d o 2" x 3" x 0.060" Hollow 2 "x4 "x0.050 "Roll w k o 2" x 10" x 0.090" x 0.374', 41' -1' d 35' -? 1" d 32' -T d 30' -3' d 28' -6' d 2T -1" d 25' -1 ?" d 24' -0" d 22' -T d, 21' -6' d, 20' -6" d 19' -9' d , a Load Max. Span 'L'I(be ding 'b' or eflection'd) Load Max. pan 'L' /(bending 'b' or eflection ' ') m w Notes: Width (ft.) 182 Span 3 Span 4 Span Max. Width (ft.) 182 Span 3 Span 4 Span Mme 1 It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' Z o Cantilever Candle er i K 4 - 8'-11' 11'-1" 11' -7 1' -8" 4 10'-6' 13'-0" 13'-3" 1'-11" 2. Spans are based on wind load plus dead load for framing. 5 8' -4" 10' -3" 10'-6' 1' -6" 5 9' -9" 12' -1" 12'4" 1' -9" 3- Span is measured from center of connection to fascia or wall connecton. 3 0 6 7' -10' 9' -8' 9' -10" 1' -5" 6 9' -2" 11' -4" 11' -7" 1' -8" 4 Above spans do not include length of knee brace. Add honzontal distance from upright to center of brace to beam connection to the above spans for total $ 7 7' -5' - 9' -2" 9'4" 1'4" 7 8' -9' 10' -9" 11' -0" 1' -7" beam spans. 8 T -1' 8' -9" 8• -11" 1'-4" 8 8'4" 10' -4" 7 -11" 11 T -6" 8' _ 10' -5" 1' -6" 5. Spans may be interpolated. (1) - 9 6' -10" 8' -5" 8' -7" 1' -3" 9 8' -0" 9' -11 9'-1D" 1' -6" _I w 10 6' -7" 8' -2' 8' -4' 1' -2" 10 T 9" 9' -7" 9'4" 1' 5" Z ' -5' 8' -1" 1' -z" 9' -2" -11' 1' - D < 11 6 Z . Table 3A.1.4.110 Town & Industries, Inc. D d 0 a 12 6• - 7 7 1 - z` 12 T - 4" 8' - 10" 8' - 6° 1'4 6005 T -5 Allowable Spans for Ridge Beams with Self Mating Beams Z ( U) F- r 3" x 2" x 0.045" Hollow Q W Load Max. Span 'Unbending •b' or eflection' ') for Screen, Acrylic or Vinyl Rooms LL1 ,- Width (ft.) 182 Span 3 Span 4 Span Max. Aluminum Alloy 6005 T - m W of Cantilever For 3 second wind gust at 110 MPH velocity; using design load of 11.0 (NSF Z O 0 O - 4 6' -6' 8' -1" 8' -3" Tribute Load Width '1M = Purlin Spacing CD LL 2 0 0 w 5 6' -1' T -6' T -8" J LL1 O W 6 5'-9' T -1° T -2" 1' -1" Self Mating Sections 5' -0" I 6'-0" j T -0" 8'-0" I 9'-0" 1 10'-0" 1 11' -0" 1 12'-0" CO > O N Z 7 5' -5` 6' -8` 6' -10" 0' -11' Allowable Span I.' / bending)) or deflection' d' W Z Z r W 8 5' - 6' - 6' - 0' -11" 2" x 4" x 0.046" x 0.050" 14' -6" d 13' -8" d 12' -11" d 12' -5' d 11' -9" b 11' -2" b 10' -8" b 10' -2" b 0 ; W Q U) C C 9 4' -11" 6' -2" 6' -3" 0' -11' 2" x 5" x 0.050" x 0.048" 17' -11" d 16' -11" d 16' -1" d 15'4" d 14' -9" d 14' -3" d 13' -9" b 13' -2' b (/) 2 .J 1- 10 4' -10" 5' -11" 6' -1" 0' -11' 2" x 6" x 0.050" x 0.060" 21' -1" d 19' -10" d 18' -10" d 18' -0` d 1T4" d 16' -7 b 15' -8" b 15' -7 b LL.I 0 5 < Z --' 11 4' -8" 5' -9" 5' -11" 0' -10" 2" x 7" x 0.060" x 0.060" 24' -1' d 22' -8" d 21' -6" d 20' -7` d 19' -10" d 19' -V b 18' -3" b 17' -5" b C[ 0 (Y m W O 12 4' -6" 5' -7" 5' -9" 0' -10' 2" x 8" x 0.072" x 0.112" 29'-8 d 27-11" d 2F -6" d 25'-5" d 24 d 23'-7" d 22'-10" d 22'-2" d P J LL 2 z Notes: bove spans do not include lengt of knee brace. Add horizontal distance from upright to center of brace to beam connection 2" x 9" x 0.072" x 0.112" 32' -8" d 30' -9" d 29' -2' d 2T -11" d 26' -10' d 25' -11" d 25' -1" d 24' -3" b U >- = 0 -J O to the above spans for total beam sp ns. 2" x 9" x 0.082" x 0.153" 34' -11" d 32' -1V d 31' -3" d 29' -11" d 28' -9" d 2T -9" d 26' -11" d 26' -7 d to 2- Spans may be interpolated 2" x 10" x 0.092" x 0.187" 40' -7" d 38' -7 d 36• -3" d 34' -8' d 33'4" d 32' -2" d 31' -2" d 30'4" d P d CC Notes: 1 0 2 Q O . D W 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. U) Z (n z 2. Spans may be interpolated. O w Table 3A.2 110 Allowable Upright Heights, Chair Rail Spans or Header Spans W c O O 1 - 6005 TCI Under Solid Roof Z IX O O 1 Town & Country Industries, Inc. Z U Z N N 3 Aluminum Alloy 6005 T -5 2 U) O S w For 3 second wind gust at 110 MPH velocity; using design load of 13.0 # /SF Table 3A.2 110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans D }- 1-- _ Tributary Lo d Width 'W = Member Spacing for Screen, Acrylic or Vinyl Rooms --I U � j Sections 3' -0" 1 3'-6" 1 4-0" 1 4-6" 1 70" 1 5' -6" 1 6' -0" 1 6' -6" I T -0" 1 7'-6" Allowable Heig t "H"/ ben inq 'b' or eflection' ' Aluminum Alloy 6063 T-6 Q O For 3 second wind gust at 110 MPH velocity; using design load of 13.0 ##SF 2" x 2" x 0.044" Hollow 8' -7" 7-11' T -5 6'-11" 6'-8" 6' -4' 6'-1" 710" 5'-7" 5' -5' I- 3" x 2" x 0.045" Hollow 9'4" B' -8" 8' -1" 7' -7" 7' -3" 6' -11" 6' -7" 6'4" 6' -1' 5' -11" Tributary Load Width 'W' = Purlin Spacing 2" x 3" x 0.045" Hollow 10' -7' 9' -10" 9' -2" 8' -8" 8' -2" 7-10" 7' -6" 7' -2" 6'-11* 6' -7 Sections 3' -0" 1 3'-6" 1 4 1 4'-6" 1 5' -0" 1 5 -6" 1 6' -0" 1 6'-6" 1 7-0" 1 7'-6" 2" x 3" x 0.060" Hollow 13'4" 12• -5' 11' -7" 10' -11" 10'4' 9' -10" 9' -5" 9' -1" 8' -9' 8' -5' Allowable Height 'H' / bending 'b' or deflection 'd' '- u IX 2" x 4" x 0.050" Hollow 12' -10' 11' -10" 11' -1' 10' -5" 9' -11' 9' -5' 9' -1" 8'-8" 8' -5" 8' -V 3" x 3" x 0.045" Fluted 9' -1" b 8' -5" b 7' -10" h T -5" b 7-0' b 6' -8" b 6' -5 b 6' -2" b 5' -11" b 5' -9' b CO in n ¢ . 2" x 5" x 0.062" Hollow 18' -8' 17' -3" 16' -2" 15• -3" 14' -5" 13' -9" 13' -2' 12• -7 12' -3" 11' -10" 3" x 3" x 0.060" Square 11' -7 b 10'4" b 9' -8" b 9' -1' b 8' -8" b 8' -3" b 7-11" b 7' -7' b T4" b 7' -1" b CO m z 2" x 4" x 0.046 x 0.100" S.M.B. 15' -9' 14' -7 13' -T 12' -10" 12' -2' 11%r 11' -1' 10' -8" 10' -3" 9' -11" 3" x 3" x 0.093" Square 16' -0" b 14' -10' b 13' -11" b 13' -1" b 12' -5" b 11' -10" b 11'4" b' 10' -11" b 10' -7 b 10' -2" b 0 m n 2" x 5" x 0.050" x 0.100" S.M.B. 18' -11' 17' -6' 16'4" 15'-5" 14' -8" 13' -11" 13'4 12' -10" 12'4' 11' -11" *k 2 ' cc 3" x 3" x 0.125" Square 19' -1-b 17'-8" b 16' -7" b 1 5' -7" b 14 b 14 '- 1 " b 1S -7 b 17 -11" b 12' -6" b 12• -1' 2" x 6" x 0.050" x 0.120" S.M.B. 21' -11" 20' -3" 1F-11' 17-10' 16' -11" 16' -2" 15' -6" 14' -10" 14'4" 13' -10" 4" x 4" x 0.125" Square 24' -9" b 22' -11" b 21' -5' b 20' - b 19' -2' b 18' -3" b 1 T -6" b 16' -9" b 16' -2' b 15' -8' b -I CC M - W 2" x 7" x 0.055" x 0.120" S.M.H. 26' -3' 24' -3' 22' -9' 21' -5" 20'4' 19'-4" 18' -T 17-10" 17-2" 16' -7" Z LL 2 LL J 2" x 8" x 0.072" x 0.224" S.M.B. 32' -2" 29' -9` 27-10" 26' -3" 24' -11" 23' -9" 22' -9" 21' -10` 1 21' -0" 20 Notes: 4;i O 2" x 9" x 0.072" x 0.224' S.M.B. 37-3" 34' -5" 32' -3" 30' -5" 28' -10" 27' -6" 274 25' -3" 24'4" 23' -6" 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the k W (9 rn 8 8 2" x 9" x 0.082" x 0.310" S.M.B. 41' -6" 38'-5" 35' -11" 33' -11" 32' -2" 50' -8" 29'4" 28' -3" 27-2" 26' -3" above spans for total beam spans. d . W m LL z 2" X 10" x 0.092" x 0.369" S.M.B. 53'-11' _ 51'-3" 49'-0" 47-2" . 45'-1' 42'-11" 41'-2" 39'-7" 38'-1' 36'-10" 2. Spans may be interpolated. 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 o- CD 1X o ^ U for total beam spans. 0 K j O 2 Spans may be interpolated. OLL C U n O M CQ cr t a K < ll.l 0) a c0 t W > m a, `a cC O U m 96 m C C C O W _1 / m Z fff z Z 0 w o � n O 'p LL � 0 ce o - --. _ . ._______,. . _, 0 - _.._.. t7 V p SHEET Z J t- Q Z W W U) • 8 -110 L. § z W 12 12 -01 -2009 OF O . ' EF, d ry Table 3A.1.1 -120 Town & Country Industries, Inc. Table 3A.1.4 -120 Town & Country Industries, Inc. m • 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions 6005 T -5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms for Screen, Acrylic or Vinyl Rooms m Aluminum Alloy 6005 T -5 w Alloy 6005 T -5 o z a For 3 second wind gust at 120 MPH velocity; using design load of 13.0 # /SF (48.3 #NSF for Max. Cantilever) For 3 second wind gust at 120 MPH velocity; using design load of 13.0 /NSF 0 LL 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Tributary Load Width W = Pullin Spacing w a & Load Max. Span 'L'I(bending'b' or deflection . 5) Load Max. Span 'L'/(bending'b' or deflection d') Self Mating Sections 5' -0' 6' -0" [ 7' -0" i 8' -0" 9' -D" 10' -0' 11' -0" 12'•0" y Max. Max. Width (ft.) 1&2 Span 3 Span 4 Span Cantilever Width (ft) 182 Span 3 Span 4 Span Ca Allowable Span.'L' / bending'b' or deflection'd' z _ 4 5' -6" d 6' -9• 6'•11" T -1" 4 T -B" 9' -5' 9' -7" 1' -6' 2" x 4" x 0.046" x 0.050" 13' -9" d 12' -11" d 12'-3" b 11'-6' b 10' -10" b 10'-3" b 9' -10" b 9' -5" b c� j d 5 5' -1" d 6' -3' 6' -5' 0' -11" 5 T -1" B' -9" 8' -11' 1'4" 2" x 5" x 0.050" x 0.048" 16' -11' d 15-11" d 15' -2" d 14' -6" d 13' -11" b 13' -3" b 12' -7" b 12' -1" b w - 6 4' -9" d 5' -11' 6' -0" 0' -11" 6 6' -8" B' -3" 8' -5' 1' -3" I 7 _ 4'-T d 5-7" 5' -9' 0'-10` 7 6'-4" TAT T -11 1'-3' 8 4'4' d 5' -4^ 0'-10" 8 1' -2" 2" x 6" x 0.050" x O.OfiO" 19' -11' d 18' -9' d 1T -10" d 16' -11' b 15' - 11' b 15'•2" b 14' -5' b 13' -10' b j 2" x 7" x 0.060" x 0.060" 22'-9" d 21'-5" d 20'4" d 19'-6" d 18'-6" b 17' -7" b 16'-9" b 16'-0' b ? o 5' -6" 6'-1' T -6" T-8" 9 4' -2' tl 5' -2" 5' -3' 0' -10" 9 5' -10" T -2" 7-4' 1' -1" 2" X B" x 0.072" x 0.112" 28' -1' d 26' -5" d 25' -1' d 24' -0' d 23' -1" d 22' -3' d 21' -5" 6 20' -6' b 0 r•- 1 D 4' -0' d 4' -11" 5' -1" O' -9" 10 5' - 7" 6' -11' 6' -11' 1' -1" 2" x 9' x 0.072" x 0.112" 30' -11" d 29' -1" d 27-7" d 26' -5" d 25' -5" d 24'-6" b 23'-4• b 22'A' b 03 iX Q • 11 3' - 11" d 4' -10' 4' -11" 0' -9" 11 5' -5" 6' -9" 6' -8' 1' -O" 2" x 9" x D.082" x 0.153" 33' -1" d 31' -2" d 29' -7" d 2 8 , - 3` d 27 -2" d 26' -3" d 25 -5' d 24 -9" d -.CI a 3" 12 3' -10' d 4' -8' 4' -9" 0' -9' 12 5' -3" 6' -6" 6'-4" T -O" 2" x 10" x 0.092" x 0.187" 38' -5" d 36' -1" d 34'-4" d 32' -10" d 31'-7" d 30'-6" d _ 29'-6" d 28 -8" d t vg 2" x x 0.060" Hollow 2" x 4" x 0.050" Holl w Loa Max. Span 'L' /(ben ing 'b' or d flection'd') Load Max. S an 'I_7 ing b' or deflection '5) 1. Ta : „ �S "' W 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load v Width (ft.) 182 Span 3 Span 4 Span Canti ever Width (ft) 1&2 Span 3 Span 4 Span Canttilever 2 Spans may be interpolated. 4 8' -6" 10'-5" 10' -8" 1' -7" 4 9' -11" 12' -4" 12' -7" 1 -11' a 5 7' -10" 9' -8' 9' -11" 1' -6" 5 9' -3" 11' -5" 11' -8" 1' -9" § 6 T -5` 9' -2' 9' -4" 1' -5° 6 8' -8" 10' -9" 10' -11' 1 ' 7 T -0" 8 8'-10" 1'4" 7 8'_3" 10' - 10'_3° 1 . 8 e'4' 8' - 6^ 1' - 3° 8 T - 11" s' - s" 9' - 7" 1' - 6' Table 3A 120 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Z T 8 - -2" 1' -2" 9 7' -4" 9'4" 9' -D^ 1• -5' Town & Count Industries, Inc. < Z Z w 10 6' - T - 7-10' 1' -2" 10 T4" 8' -11' 8' - 1' - < D . - 11 6' - 7' -6" T -7' 1' -2" 11 T -1° 8' -6" 8' -2^ 1' -a• Aluminum Alloy 6005 T - D 0_ Q 12 5-10" T -3^ 7' -5" 1' -1" 12 6' -11' 8' -1" _ 7' -10' 1'-4° For 3 second wind gust at 120 MPH velocity; using design load of 1 .0 *NSF 3" x 2" x 0.045" Hollow Tri utary Load Width 'W = Member Racing Z ~ Z Load Max. Span'L' /(ben ing' b' or deflection 'd') Sections 3' -0" 1 3'•6" 1 4'O" 1 4'-6" 1 5' -0" 1 5' -6" 1 6' -0" 1 6'-6" i T -0" i 7' -6" 0 W Lu a- W Max. Allowa le Height 'H' I bend • 'b' or de action '5 Width (ft.) 182 Span 3 Span 4 Span Cantilever 2" x 2" x 0.044" Hollow 7' -11" 7-5" 6' -11" 6' -6" 6' -2" 5' -11" 5' -8' S' -5" 5' -3" 5' -0" Z ,. m 0 cn m 4 6' -2" T -8" 7' -10" 1' -2" 3" x 2" x 0.045" Hollow 8' -8" 8 7 T -1" 6' -9" 5-5' 6' -2" 5-11" 5-8" 5'-8" 0 2 (-) O W 5 5-9" 7-1" 7' -3" 1' -1" 2" x 3" x 0.045" Hollow 9' -10" 9' -2" 8' -6" 8' -1' 7-8" 7-3" 6' -11" 6' -8" 6' -5" 6' -3" - J 11.1 0 O U 6 5' -5° 6' -8' 6' -10" 1' -0" 2" x 3" x 0.060" Hollow 12' -5" 11' -6^ 10' -9" 10'•2" 9 -8" 9' -2" 8' -10" B' -5" 8' -2" ' 7' -10' 7 5' -2" 6' -4 6' -6" 0'-11" 2" x 4" x 0.050" Hollow 11' -11' 11' 0" 10'-4" 9' -9" 9' -3" 8' -10` 8' -5" 8'-1" 7'-10" 7'-6" W Z Z r W - 8 4' -11" 6'-1' 6' -2" 0'-11" 2" x 5" x 0.062" Hollow 17'4^ 16' -1" 15 -0" 14' -2" 13 -5" 12' -10' 12' -3" 11' -10" 11' -4" 10' -11" 0 W c 9 4' -9" 5'-10" 5' -11" 0'-11" 2" x 4" x 0.046 x 0.10D" S.M.B. 14'-7" 13 -6" 12'-8" 11' -11^ 11'-4" 10'-10' 10'4" 9'-11" 9' -7" J Q � 10 4' -7' 5' -8" 5' -9" 0'-10" 2" x 5" x 0.050" x 0.100" S.M.B. 17' -7" 16'-3" 15' -3' 14'-4" 13'-7" 12'-11` 12'-5' 11'-11" ' 11' -6" 11, -1' I,1 > < Z J 11 4' -5' 5'-5" 5' -7" 0' -10" 2" x 7" x 0.055" x 0.120" S.M.B. 24'-5" 22' -7 21 19' -111' 18 18' -0' 17' -3" 16 =7 ° 15 13,4, 1 " 11" 15'5 12 S'4" 0' -10" ' U t m 111 O 4' -3' 5' -5" 2" x 8" x 0.072" x 0.224" S.M.B. 29'-11" 2T -8" 25'-11" 24'-5 23 22' -1` 21 -2' 217 -4" 19' -7" 15 -11" J Q w O Notes: 2" x 9" x 0.072" x 0.224" S.M.B. 34'-8" 32' -1" 30' -0• 28' -3" 26' -10" 25' -7 24' -6" 23' -6" 22' -8" 21' -11" 1 }- S Q J to 1_ Above spans do not incude lengt of knee brace. Add honzontal distance from upnght to center of brace to beam connection 2" x 9" x 0.082" x 0.310" S.M.B. 38' -8" 35' -10" 33' -6" 31' -7" 29' -11" 26' -7^ 274" 26' -3" 25' -4" 24'-5" U cc to to the above spans for total beam spans. 2" x 10" x 0.092" x 8369" S.M.B. 51 -5" 48' -10" 46' -9' 44' -3" 41 -11" 40' -0" 38'-4• 36 -10` 35 -6" 34' -3" D U 2 CC 2 Spans may be interpolated Notes: d 1. Above spans do not include length of knee brace. Add horizontal distance from u right to center of brace to beam connection to the above spans < O J . d for total beam spans. Cf) Z '- Ll. U) z 2. Spans may be interpolated W Q Table 3A.1.3 -120 Town & Country Industries, Inc. Z Z N W TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms 0 Aluminum Alloy 6005 T -5 2 fn 0 _ S w For 3 second wind gust at 120 MPH velocity; using design load of 13.0 # /SF . ~ ~ ' Tributary Load width Table 3A.2 120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans _I U for Screen, Acrylic or Vinyl Rooms < W p 2'-0" i 3' -0" i 4' -0" i 5' -0" i 6' -0" i 7' -0" 1 8'-0" 1 10' -0" i 12' -0" 1 14' -0" i 16'-0" i 18' -0" Aluminum Alloy 6063 T-6 F Hollow Beams Allowable Span 'L' / bending Di or deflection '5 For 3 second wind gust at 120 MPH velocity; using design load of 15.0 #/SF ' 2 "x4" x 0.050" 12' -6" di 10'-11" di 9 -11' di 9' -3" di 8' -8" di 8' -3' di 7' -11" di 7'-4" di 6' -11" di 6-7' di 6' -3" di 6' -0" d Tributary Load Width 'W =PUdin Spacing Self Mating Beams Allowable Span "L" I bending '13 or deflection 'd' Sections 3' -0" i 3' -6" i 4' -0" 1 4'-6" 1 5' -0" i 5'-6" i 6'-0" 1 6'-6" 1 7' -0" i 7' -6" - 2" x4" x 0.045" x 0.088" 13' -11" d 12' -2` d 11' -r d 10' -3" d 9' -8" d 9' -2" d 8' -9' d 8' -2" d 7-8" d 7 -3" d 6' -11" d 6' -8" d "1' lf9 Allowable Height 'H' 1 bending 'W or deFlection'd' (p m a 2" x 5" x 0.050" x 0.116" 17' -T d 15' -0" d 13' -8' d 12' -8" d 11 d 11' -4 d 10' -10" d 10' -1" d 9' -6" d 8' -11' d 8' -7' d 8' -3" d 3" x 3" x 0.045" Fluted 8' -5 b 7' -10" b 7-4" b 6' -11" b 6' -6' b 6' -3" b 5-11" b 5-9' b 5'-6" b 5'-4" b to 1� Z 2" x 6" x 0.050" x 0.120" 20' -2" d 17 -7" d 16' -0' d 14' -10' d 13' -11" d 13' -3" d 12' -8` d 11' -10" d 11' -1" d 10' -7" d 10' -1" d 9' -8" d 3" x 3" x 0.060" Square 10' -5" b 9' -7" b 8' -11' b 8'-6° b 8 -0" b 7' -B" b 7'4" b 7' 1' b 6'-10" b 6' -7 b •t- ( C) 2 "x 7" x 0.055" x 0.120" 23 -1" d 20' -2" d 18'4" d 16' -11' d 15' -11" d 15' -2' d 14' -6" d 13' -6" d 12 -8" d l2 -1" d 11' -6" d 11' -1" d 3" x 3" x 0.093" Square 14 -11^ b 13' -10" b 12' -11" b 12' -2" b 11' -7" b 11' -0" b 10' -7° b 10' -2' b 9' -9" b 9' -5" b *k 2 a M 0 2" x 8" x 0.070" x 0.224" 28' -5" d 24' -10" d 22' -7' d 20' -11" d 19' -B" d 18' -9" d 17' -11" d 16-7" d 15' -8" d 14' -10' d 14' -3" d 13' -8° d 3" x 3" x 0.125" Square 17 -9" b 16' -6" b 15' -5" b 14' -6" b 13' -9' b 13' -2" b 12' -7" b 12' -1' b 11'-8" b 11'-3" b J W M M W 2" x 9" x 0.070" x 0.204' 31' -3' d 27'-4" d 24' -10" d 23' -0" d 21' -8" d 20' -7 d 19' -B^ d 18' -3" d 17' -T d 16-4" d 15' -8" d 15' -0" d 4" x 4" x 0.125" Square 23' -D" b 21'4" b 19' -11" b 18' -9" b 17-10" b 16' -11' b 16'-3' b 15'-8" b 15-1" b 14'•7" b Z LL 2 LL J • O 2" x 9" x 0.082" x 0.326" 33' -6' d 29' -3" d 26-7 d 24'-8' d 23' -3" d 22' -1" d 21' -1" d 19' -7" d 18 d 17 -6" d 16' -9" d 16' -1" d Notes' W U rn x o 2" x 10" x 0.090" x 0.374" 38'•10' d 33' -11` d 30' -10" d 28' -8" d 26' -11" d 25' -7' d 24' -6" d 22' -9' d 21' -5' d 20'4" d 19 -5' d 18' -8" d 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 c Ea_ ti 0. z Notes: above spans for total beam spans. 0_ .4 0 � . 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans may be interpolated. W <,.,... ' a m W 2. Spans are based on wmd load plus dead load for framing. G n°, e- 3 3 o 3. Span is measured from center of connection to fascia or wall connection. O C U _ h 3 O 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace 10 beam connection to the above spans for total u. 4) > W n 0 beam spans. 7 m 5. Spans may be interpolated Q • rn -0 co .c W L > cd m r' m m ) �u) iE m O- r U M C L...) O O 2 t F • W � Z w J Z U Z ch . i ch W N X O a W m 0 W _ 5 O C W T _ . ... „. .. ...._.... .. . _ _ . __ _ . . _._ _._-._.. -"_ _ . ._ . _.'.- -. . ' _ ._ _ ' _ ._.,_ I ,__..{ r . �l ,.:.ii . O SHEET Z U J 5 Z W R w cn w 8 120 Z W 12 12 -01 -2009 OF O Table 3A.1.1 -130 Town & Country Industries, Inc. Table 3A.1.3 -130 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T -5 Aluminum Alloy 6005 T - For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #-/SF For 3 second wind gust at 130 MPH velocity; using design load of 15.0#/5F (586 #/SF for Max. Cantilever) Tributary Load Width 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow 2' -0' 3' -0" I 4' -0" 1 5' -0" 1 6' -0" 1 7' -0" 1 8' -0" 1 10 %0" 1 12' -0" 1 14' -0" 1 16 %0" I 18'•0" Load Max. Span Li(bending b' or deflection' d') Load Max. Span'L' /(bending 'b' or deflection' d') Hollow Beams Allowable Span' L' I bending 'b' or deflection' d' Max Max 2 "x4 "x0.050" 11' -11'd� 10' -5" d� 9' -6' d� B' -10" di 8' -3" d T -11" dt 7' -6" di 6'-11' d� 6'-7" d 6' -3" d� 5 -11" di 5' -9" d Width (ft.) 182 Span 3 Span 4 Span Cantilever Width (ft) 182 Span I 3 Span 4 Span Cantilever Self Mating Beams Allowable Soan 'L'/ bending 'b' or deflection 'd' 4 5' -3" 6'-5' 6' -7" 0' -11" 4 7'-3" 8'-11' 9' -2" 1' -5" 2" x 4" x 0.045" x 0.088" 13' -3' d 11' -7" d 10'-6' d 9' -9` d 9' -2" d 8' -9" d 8'4" d 7' -9' d 7'-4" d 6' -11" d 6' -8" d 6'-4` b v w g °m 5 4' -10" 5' -11" 6'-1" 0'-11' S 6 %9" 8 %4' 8' -6" 1 %3" C 2" x 5" x 0.050" x 0.116" 16' -5" d 14' -4' d 13' -0" d 17 -1" d 11'-4" d 10' -10" d 10'-4" d 9' -7" d 9' -0" d 8' -7" d 8' -2" d 7' -11" d it 6 4' -7" 5' -8" 5'-9" 0'-10' 6 5-4" 7 8'-0" 7 4'-4` 5' S' - 0' -10" 7 6' -0" 7 5' 7'-7" 1' -2" 2" x 6" x 0.050" x 0.120" 19' -3" d 16' -10' d 15-3" d 14' -2" d 13'-4" d 12' -8" d 12' -1" d 11' -3" d 10' -7" d 10' -1' d 9' -7" 9' d -3" d _ = 8 4' -2" 5' -1" 5' -3' 0' -9" 8 5' -9" 7-2" 7' -3" 1'•1" 2" x 7" x 0.055" x 0.120" 21' -11' d 19' -2" d 17' -5" d 16'•2' d 15' -3" d 14'•6" d 13-10" d 12' -10" d 12' -1' d 11' -6" d 10' -11' d 10'•7" d 'V F E Z Q 9 3'-11' 4' -11" 5-0" 0' -9" 9 5-7" 6' -10' 6' -10" 1' -1' 2" x 8" x 0.070" x 0.224" 27' -1" d 23' -8" d 21' -6" d 19' -11" d 18' -9" d 17' -10" d 17' -1" d 15-10" d 14' -11" d 14' -2" d 13' -7" d 13' -0" d - m 10 3' -10" 4' -9" 4'•10" 0' -9" 10 5-4" 6' -7" 6' -6" 1' -0" 2" x 9" x 0.070" x 0.204" 29' -10' d 26' -0" d 23' -8" d 21' -11" d 20' -8" d 19' -8" d 18' -9" d 17'-5" d 16' -5" d 15' -7" d 14' -11" d 14'-4" d 11 3' -9" 4'-7' 4' -8' 0' -9' 11 5' -2" 6'-5` 6' -2" 0'-11' �' o 2" x 9" x 0.062" x 0.326" 31' -11" d 2T -11' d 25' -0" d 23' -6' d 22' -2' d 21%0' d 20' -1' d 18' -8 d 1T -7" d 16' -8' d 15' -11' d 15'-4' d m 12 � 3' -T 4' -6° 4' -5' 0' -8' 12 5' -1" 6' -2" 5' -11" 0' -1 t" o � 2" x 10" x 0.090" x 0.374" 37' - d 32' -4° d 29' -5" d 27' -4 d 25' -8" d 24' -5 d 23' -0' d 21' -8" d 20' - d 19' d 18' -6" d 17' -10" d '' ¢ O 2 "x3 "x0.060 "Hollow �2 " x4 "x0.050 "Hollow ' " ♦ j p� Load Max. Span'L'/(be ding 'b' or enaction ' ') Load Max. Span 'L' /(bending'b' or enaction' ') Notes: ' Max. Max 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' a Width (ft.) 182 Span 3 Span 4 Span Width (ft.) 182 Span 3 Span 4 Span Cantilever 2- Spans are based on wind load plus dead load for framing. Z o Cantilever 4 8' -1" 9' -11" 10' -2' 1' -6" 4 9' -6" 11' -9" 11' -11" 1'-10" 3. Span is measured from center of connection to fascia or wall connection. . o 5 T -6' 9' -3" 9'-5" 1' -5" 5 8' -10" ' 10' -11" 11' -1" 1' -8" 4. Above spans do not include length of knee brace. Add horizontal distance from upnght to center of brace to beam connection to the above spans for total 6 7' -1" 8' -8" 8' -11" 1 %4" 6 8'-4` 10' -3" 10' -0" 1' -7" beam spans. 7 . 6' -8" 8'•3" 8' -5" 1' -3" 7 7' -11" 9' -9" 9' -7" 1' -6" 5 Spans may be interpolated 8 6'-5" 7' -11" 8' -1" 1' -3" 8 7' -6" 9' -3" 8' -11" 1' -5" CO 9 6' -2' T -7" 7' -9" 1' -2" 9 T -3" 8' -9" 8' -5" 1' -5" 10 5' -11" 7' -4" T -6" 1' -2" 10 6' -11" 8' -3" 7' -11" 1' -0" < Z Z d 11 5' -9" 7' -1` 7' -3" 1' -1" 11 6' -9" 7' -11 7' -7" 1' -3° 2" 12 5' -7" 6' -11" 6' -11" 1' -1" 12 6' -7" T -7" T -3" 1' -3" Table 3A.1.4 -130 Town & Country Industries, Inc. Z (/) ( O • 3" x x 0 Hollow 6005 T -5 Allowable Spans for Ridge Beams with Self Mating Beams < W p Load Max. Span L'J(bendng 'b or enect ') for Screen, Acrylic or Vinyl Rooms W D W w Width (ft.) 182 Span 3 Span 4 Span Cantilever Aluminum Alloy 6005 T - Z 0 m 0 m 4 5' -11" d 7' -3" 7' -5" 1' -1" d For 3 second wind gust at 130 MPH velocity; using design load of 15.0 9/SF 0 2 0 o W 5 5-6' d 6' -9" 6' -11" 1' -0" d Tributary Load Width' W' = Pudin Spacing J W O W 6 5' -2' d 6' -4` 6' -6' 0' -11' d Self Mating Sections 5' -0" I 6'-0" I 7'-0" I 8'-0" I 9' -0" I 10' -0" I 11' -0" I 12' -0" W >_ 0 N Z 7 4'-11" d 6 %1' 6%2" 0%11" d Z Z ■ w 8 4' -8" d 5' -9" 5' -11' 0' -11" d Allowable Span 'L' / bending •b• or deflection 'd' 0 - al - CC 9 4' -6" d 5-7" 5' -8" 0' -10" d 2" x 4" x 0.046" x 0.050" 13'-1" d 12' -4" d 11' -5" b 10' -8" b 10' -1" b 9' -7' b 9' -1" b 8' -9" b 10 4'-4" d 5'-4" 5'-6" 0' -10" d 2" x 5" x 0.050" x 0.048" 16' -2" d 15-3" d 14' -6" d 13' -9" b 17 -11' b 12'•4" b 11' -9" b 11' -3" b W 06 < Z 11 4' -3" d 5' -2" 5'-4' 0'.10" d 2" x 6" x 0.050" x 0.060" 18' -11" d 1T -10" d 16' -10" b 15' -9" b 14' -10" b 14' -1" b 13-5" b 12' -11" b a = co W 0 12 4' -1" d 5 -1" 5' -2" 0' -9" d 0 m 2" x r x 0.060 x 0.060" 21' -9' d 20' -5' d 19' -5' d 1 B' -3' b 1 T -3" b 16'-4" b 15' -7" b 14' -11' b D- I LL 2 Z Notes: 2" x 8" x 0.072" x 0.112" 26' -9" d 25' -2" d 23' -11" d 22' -11' d 22' -0" d 20' -11" h 19' -11" b 19' -1" b )--" '"" = < LU O 1. Above spans do not include lengt of knee brace. Add horizontal distance from upnght to center of brace to beam connection 2" x 9" x 0.072" x 0.112" 29' -5" d 27 -8" d 26' -4" d 25' -2" d 24'-0" b 22' -9" b 21' -9' b 20'-10" b 0 a a J F to the above spans for total beam spans. 2" x 9" x 0.082" x 0.153" 31' -7" d 29' -8" d 28' -2" d 26' -11" d 25' -11" d 25' -0' d 24' -1" b 23' -1" b D a 2- Spans may be interpolated- U a a 2" x 10" x 0.092" x 0.187" 36' -7' d 34 %5" d 32 %8" d 31 %3" d 30 %1" d 25.0' d 28'-2" d 27 %4" d u- Q O Q d Notes: CI) Z tl O) Z 1_ Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. uJ 2 Spans may be interpolated. 2 W< ti O ( - Table 3A.2 130 Town & Country Industries, Inc. DUI co 00 !- 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans Z_ U Z N N for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T -5 Table 3A.2 130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans (/J O 1 _ For 3 second wind gust at 130 MPH velocity; using design load of 18.0 #/SF for Screen, Acrylic or Vinyl Rooms H - k J U > j Tributary Loa Width 'W = Member pacing Aluminum Alloy 6063 T-6 Sections 3' -0" 3 4' -0" 4' -6" 1 5'.0" j 5'-6" 1 6' -0" 6' -6" 1 7' -0" 1 7'-6" For 3 second wind gust at 130 MPH velocity; using design load of 18.0 #1SF Q Allowable Heiq t If / ben Mg 'b' or eflection' ' Tributary Load Width 'W' = Purlin Spacing I- 2" x 2" x 0.044" Hollow 7' -3" 6' -9" 6'-4" . 5' -11" 5-8" 5' -4" 5'-2" 4' -11" 4' -9" 4' -7" Sections 3 %0" 1 3 1 4' -0" 1 4' -6" I 5 %0" ( 5' -6" 1 6' -0" 1 6' -6" 1 7•0" 1 7' -6" 3" x 2" x 0.045" Hollow 7' -11" 7-4" 6' -10" 6' -6" 6' -2' 5' -10" 5' -7" 5' -5" ' 5-2" Allowable Height IT / bending 1) or deflection 'd' 2" x 3" x 0.045" Hollow 9' -0" 8'A" 7 7'-4" 6-11" 6' -8" 6' -4" 6' -1' 5' -11" 5' -8' 3" x 3" x 0.045" Fluted T -8" b T -2' b 6' -8" b 6'-4' b 5' -11' b 5-8" b 5' -5' b 5'•3' b 5' -1' b 4' -10' b '� 2" x 3" x 0.060" Hollow 11' -0' 10' -6' 9' -10" 9' -3" 8' -10' 8' -5' 8' -0" T -9° T -5' T -2' CO a3 Q 2" x 4" x 0.050" Hollow 10' -11" 10' -1' 9' -5" 8' -11" 8' -5" B' -0' T -8" T -5" 7'•1" 6' -11' 3" x 3" x 0.060" Square 9' -6" b 8' -9" b 8' -2" b 7' -9" b T-4" b 6' -11" b 6' -8" b 6' -5" b 6' -2' b 5'-11" b CO r d 2" x 5" x 0.062" Hollow 15-10" 14'-8" 13' -9" 12' -11" 12' -3" 11' -8" 11' -3" 10' -9" 10' -5' 10' -0" 3" x 3" x 0.093" Square 13' -7" b 12' -7" b 11'-10" b 11' -1° b 10' -7" b 10' -1" b 9' -8" b 9' -3" b 8' -11" b 8' -7" b 1 CO Z 2" x 4" x 0.046 x 0.100" S.M.B. 13'-4' 12' -0" 11' -7" 1V-11" 10'-4" " 9' -10" 9' -5" 9' -1" 8'•9" 8' -5" 3" x 3" x 0.125" Square 16' -3' b 15' -0" b 14' -1" b 13' -3" b 12' -7" b 11' -11" b 11' -6" b 11' -0" b 10' -8" b 10' -3" b It Z a r O 2" x 5" x 0.050" x 0.100" S.M.B. 16' -1" 14' -10" 13' -11' 13-1" 12' -5" 11' -10" 11'-4" 10' -11" 10' -6" 10' -2" an x 4" x 0.125" Square 20' -11" b 19' -5" b 18' -2" b 17' -2" b 16' -3" b 15' -6" b 14' -10' b 14' -3" b 13' -9' b 13'-3" b . cr N m Z 2" x 6" x 0.050" x 0.120" S.M.B. 18' -7' 17' -3" 16' -1" 15' -2" 14' -5" 13' -9" 13' -2" 12' -8" 12'-2' 11' -9" Notes: (7 LL W - - W 2" x 7" x 0.055" x 0.120" S.M.B. 22' -0" 20' -8" 19 %4" 18' -2" 17' -3" 16' -6" 15' -9" 15-2" 14' -7" 14' -1" Z tl _ 2" x 8" x 0.072" x 0.224" S.M.B. 27'-4' 25-3" 23' -8" 22'-4" 21' -2" ' 20'-2" 19' 4" 18'-7" 17' -11" 17' -3" 1. Above spans do not include length of knee brace. Add horizontal distance from upnght to center of brace to beam connection to the O Ogg E 1 2" x 9" x 0.072" x 0.224" S.M.B. 31'•8' 29' -3' 27'-5" 25' -10' 24' -6' 23-4" 22'x" 21'-6' 20' -8" 20' -0" above spans for total beam spans. W Z � u. 2" x 9" x 0.082" x 0.310" S.M.B. 35' -0' 32' -8" 30' -7" 28' -10" 27' -0' 26' -1" 24' -11" 23' -11" 23' - 22'-4" 2. Spans may be interpolated. g a W m Z 2" x 10" x 0.092" x 0.369" S.M.B. 48' -5" 45' -10" 42'"10" _ 40' -5" 38' -0' 36' -6" 34' -11" . 33' -7" 32' -5' 31' -3" d 0 ^ 5 W Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from pright to center of brace to beam connection to the above spans 0 C a- 0 for total beam spans. O C !- v 0 C U r r 3 0 2. Spans may be interpolated. t i N CO O m CC m a. 0 Q (n a ro L W > W ro m" 0 O 0 m CO F Ua; c O O co Fr z w J Z Z rn W °o N O 0 cc :_,A. • SHEET ur U J 6 Q z W W w 8 -130 w Z § W 12-01-2009 OF 12 #8 x 1/2" S.M.S. SPACED #8 x 1/2" ALL PURPOSE e EXISTING TRUSS OR RAFTER ---..- ` / @ 8" O.C. BOTH SIDES CAULK SCREW @ 12" 0 C. .• m / ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER BREAKFORM FLASHING I rn #10 x 1 -1/2" S.M.S. OR WOOD WOOD SCREW (2) PER __1:1•:•. 6 10" / z RAFTER OR TRUSS TAIL 1' . 6" x'C x 6" 0.024" MIN. BREAK ► j Q a � w ' :: \ •II = FORMED FLASHING z.�... Ar w a 0, #10 X 3/4" S.M.S. OR WOOD M a'W : '% h ° a ROOF PANEL' SCREW SPACED @ 12" O.C. ROOF PANEL ` z C) EXISTING FASCIA (2) #10 x 1 -1/2" S.M.S. OR : - ::.:. _i •w • WOOD SCREW PER RAFTER Z R -- ' [►j - ROOF PANEL TO FASCIA DETAIL OR TRUSS TAIL 2 :: , t `V SCALE 2" = 1' -0° ¢ _ � ,1'I 3 COMPO SITE ROOF PANEL m t EXISTING HOST STRUCTURE / #14 x 1/2° WAFER HEADED WOOD FRAME, MASONRY OR 0 S.M.S SPACED © 12" O.C. ALTERNATE: #10 x 3/4 S M.S. OR WOOD m --- (SEE SPgN TABLE) m o " O OTHER CONSTRUCTION / I SCREW SPACED @ 12" O.C. / I `\ 2 .98 FOR MASONRY USE: ::: ::.... .. SCREW #10 x ('P + V2 ") W/ STRIP FASCIA SEALANT AND BETWEEN HEADER 1!2" SHEE v \\ m u • (2) 1/4" x 1-1/4'' MASONRY / T EXISTING FASCIA / 1 -114" FENDER WASHER SHEET ROCK FASTEN TO z a ANCHOR OR EQUAL @ 12" O.0 A :::(:: ' yt- FOR WOOD USE: PANEL W/ 1" FINE THREAD ... : ;y :4::.... w - 4 :w : rr 3 0 #14 x 1 -112" S.M.S. OR WOOD a " . • FOR FASTENING TO ALUMINUM USE TRUFAST SHEET ROCK SCREWS @ 16" g POST AND BEAM (PER WHEN SEPARATION BETWEE SCREWS @ 12" O.0 FLOOR PANEL HD x ( "t ° + 3/4 ") AT 8" O.C. FOR UP TO 130 MPH Q.C. EACH WAY DRIP EDGE AND PANEL IS WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES) FASTENING SCREW SHOULD LESS T HAN 3/4" SYSTEM SHOWN IS REQUIRED THE FLASHING o-- 130 MPH AND UP TO A 150 MPH WIND SPEED BE A MIN. OF 1" BACK FROM Q Z ui THE EDGE OF FLASHING "D" EXPOSURE. = 0 a L r ROOF OR FLOOR PANEL TO WALL DETAIL z F- SCALE: 2" = 1' -0" ALTERNATE MOBILE HOME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS < 2 0 W z WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB- FASCIA FRAMING WHERE FOR FOURTH WALL CONSTRUCTION SCALE: 2" 1' -0" Z O O W c w POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB - FASCIA AND THOSE AREAS COMPOSITE ROOF PANELS NOTES: Q X 0 O ui SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1 -1/4" 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. J O w WASHERS OR SHALL BE WASHER HEADED SCREWS. SCALE: 2" = 1' -0" 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. 1-1•1 ›.- < -I 0 z CV w 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t ". THE WALL THICKNESS INSTALLATION INSTRUCTIONS: - , [n 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. > W SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE CO ors Q J Z g SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL INSTALLED. U = W 0 SECTION 1606 FOR ABOVE A MAXIMUUM POSSIBLE SPAN F T O FOR SBC B. SLIDE HEADER E ROOF PA EL ROMTHE HOST STRUCT RE. DR P DGE MUST MAIINTAIN S ME PLANE AS SLOPE NOT PUSH DRIP EDGE UP 1" OPE OF ROOF MORE THAN 1" THENIT TOP OF THE THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS IS S }- J Z Q W C Q ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING DROP. ? 0 I- a eL C. FAS HEADER TO FASCIA BOARD WITH #10 x V' SCREWS @ 6" O.C. STAGGERED 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" U CONVERSION: TOP AND BOTTOM (SEE DETAIL ABOVE) .03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE 1 Q W -I D EL w 100 -123 130 140 150 FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. U) Z U) u [n Z #8 #10 #12 #12 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 1/2" 2 W � w BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING SEPARATION MINIMUM. W 0 0 k L • RE RAFTER TAIL TO ONLY. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. Z U N C 1 HERE 2 co 2 w 1 I REMOVE ROOF TO HERE J j I 1 #8 x112- S.M.S. SPACED Q p � 5 j @ PAN RIB MIN. (3) PER PAN HOST STRUCTURE TRUSS OR RAFTER HOST STRUCTURE TRUSS OR 3 EXISTING TRUSS OR RAFTER \� - FLASH UNDER SHINGLE RAFTER '7 co 1'- WA r 1" FASCIA (MIN.) BREAK FORMED METAL SAME co w #10 x 1 -1/2" S.M.S. OR WOOD LL 1 = - Z BREAK FORMED ME TAL SAME THICKNESS AS PAN (MIN.) Z SCREW (2) PER RAFTER OR MI O w F-- `` � - THICKNESS AS PAN (MIN N z O O z a w U' rn a o EXTEND UN DRIP ED GE 1" f MIN. ANCHOR TO FASCIA AND * 2 ` 0 TRUSS TAIL • • - a _ _ _ �_' MIN. ANCHOR TO FASCIA AND ` EXTEND UNDER DRIP EDGE t" J a N 2 w . - - RISER OF PAN AS SHOWN ` RISER OF PAN AS SHOWN C7 W LL 1" FASCIA (MIN.) Z (Lj a x E O = #8x314 » SCREWS @16 "O.C. rn m o ® 1 -1/2" x 1/8" x 11 -1/2" PLATE OF 4 -. w c LL 6063 T -5 3003 H -4 OR 5052 " °C d O ` HOST STRUCTURE , #8 x 1/2" SCREWS © RIB #10 x 1 -1/2° S.M.S. 16" O.C, 111 v< 1 0? \\ _____ H-32 HEADER ROOF PANEL � 1�: S.M.S. @ 4 "O.C. /#8x112" o C j j _ V/ - NEW2x FASCIA - - - - - -- ■ w C U o J = , COMPOSITE ROOF PANEL o '- a d REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL a w / /I z > L Li L _. w SCALE: 2= 1-0" ... :r.. i': ` • i..' REMOVE RAFTER TAL TO a .. 4. HERE ' - - -- _ f....` .. - ......................._... ,_ C U � I I ' REMOVE ROOF TO HERE e\ z 3 O i 1 -1/2" x 1/8" x 11 -1/2" PLATE OF \ w - Cc J Z j j #8 x 1/2" S.M.S. SPACED 6 063 T -5, 3003 H -14 OR 5052 HEADER (SEE NOTE BELOW) Z Cri I @ 8" O.C. BOTH SIDES H -32 \� #8 x 1/2" S.M.S, @ 8" O.C. #8 x (d +1/2 ") S.M.S. @ 8" O.C. Z o EXISTING TRUSS OR RAFTER \ FLASH UNDER SHINGLE w o HEADER (SEE NOTE BELOW) FOR MASONRY USE o 1/4" x 1-1/4" MASONRY w m II. EXISTING HOST STRUCTURE: FOR MASONRY USE ANCHOR OR EQUAL 0 #10 x 1 -1/2" S.M.S. OR WOOD �.z:::. ::'. 114" x 1 -1/4" MASONRY EXISTING HOST STRUCTURE: �-. ;.:• WOOD FRAME, MASONRY OR SCREW (2) PER RAFTER OR @ 24" O.C.FOR WOOD USE ''" ... ....... . ...... ANCHOR OR EQUAL WOOD FRAME, MASONRY OR TRUSS TAIL I "" ••� ' � " • ' '" • OTHER CONSTRUCTION , • O • ° • @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1 -1/2" S.M.S. OR WOOS 0 . #10 x 1 -1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. L SCREWS @ 12° O.C. �4 AN 1 0 z HOST STRUCTURE i ` COMPOSITE ROOF PAN ALTERNATE ROOF PANEL TO WALL DETAIL o SHEET Z B HEADER SCALE: : z» = 1' -0» ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL U _ SCALE: 2" = 1' -0" COMPOSITE Or NEW 2 x _FASCIA ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT w w S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 0 BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d +1/2 ") LONG CORROSION RESISTANT S.M.S. 0 0 ,., PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND 2 z REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL THE ABOVE SPECIFIED RIB SCREW. 12 m SCALE: 2" = 1' -0" 12 -01 -2009 OF 0 (3) #8 WASHER HEADED °' A EXISTING TRUSSES OR SCREWS W/ 1" EMBEDMENT w A / RAFTERS b #8 x 1/2" WASHER HEADED II I II B Il H OST S TRUCTURE CAULK ALL EXPOSED SCREW ¢ A B II HEADS AND WASHERS a, a CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT > HEADS SCREWS @ 8" O.C. ',1,,` LL ALUMINUM FLASHING O , 9 C a a SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT I I I / „ p` a FASCIA OF HOST STRUCTURE RISER PANEL UNTREATED ED OR PRESSURE I E 3" COMPOSITE OR PAN ROOF PLYWOOD / OSB BRIDGE z ► m TREAT W/ VAPOR BARRIER FILLER ALL LUMBER #2 GRADE OR (SPAN PER TABLES) V 0 II 2" x _ RIDGE OR ROOF BEAM BETTER o 1 (SE TABLES) T s (I II (O DOUBLE PLATE ? SCREEN OR GLASS ROOM FOR NON - SPLICED PLATE y o Q - W WALL (SEE TABLES) WALLS 16' -0" OR LESS o ° a o 1 PROVIDE SUPPORTS AS PAN TO WOOD FRAME DETAIL z REQUIRED FOR FASTENING TO WOOD SCALE 2" = 1' -0" w IES / 30 R OOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL USE TRUFAST SD x ("[" + 1 -1/2 ") g 5 AT 8" O.C. FOR UP TO 130 MPH TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES WIND SPEED EXPOSURE "D "; 6" '? UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB COMPOSITE ROOF: 0.C. FOR ABOVE 130 MPH AND 150 MPH WIND SPEED P T UP COMPOSITE PANEL < ZZ a ' #8 x "C' +1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION EXPOSURE "D" 1 -1/4 "0 FENDER WASHERS @ PLAN VIEW Z (n � - MM AN= 8" 0.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = 1' -0" Q w 30# FELT UNDERLAYMENT W/ W E z — 2" X 2" x 0.044" HOLLOW EXT. 220# SHINGLES OVER Z Q W m COMPOSITE PANELS CUT PANEL TO FIT FLAT (5 0 O w ' 5/16 "0 x 4" LONG (MIN.) LAG AGAINST EXISTIN G ROOF (1) J 0 N z SCREW FOR 1 -1/2" 0.024" FLASHING UNDER ` = W Z , w EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES FASTEN TABLE 36 -8 „� CI Z RAFTER OR TRUSS TAIL / MIN. 1 -112 " PENETRATION UNTREATED OR PRESSURE w 0 Z g ------\ CONVENTIONAL RAFTER OR d ALL LUMBER #2 GRADE OR TREATED WI VAPOR BARRIER CO FOR FASTENING COMPOSITE PANEL TO 1 TRUSS TAIL ' 2 x 4 RIDGE RAKE RUNNER BETTER U m W O p TRIM TO FIT ROOF MIN. V @ J Z �' z ALUMINUM USE TRUFAST HD x (T +3/4 ") AT 8° \ INSIDE FACE (OPTIONAL) DOUBLE PLATE U } O < J a O.C. FOR UP TO 130 MPH WIND SPEED "D" FASTEN W/ (2) #8 x 3" DECK FOR NON- SPLICED PLATE D U F E 11 E / p \ EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR / SCREWS THROUGH DECK WALLS 1 -0" OR LESS CC Q W ? w TO A 150 MPH WIND SPEED "D" EXPOSURE. TRUSS ROOF INTO EXISTING TRUSSES OR Z -- z RAFTERS w WEDGE ROOF CONNECTION DETAIL w ti SCALE: 2" = 1'-0" A - A - SECTION VIEW COMPOSITE PANEL TO WOOD FRAME DETAIL W o ° C) I- SCALE: 1/2" = 1' -0" SCALE: 2" = 1' -0" Z U N N 2 co 2 w D 1 - iNi PLACE SUPER OR EXTRUDED Q < 0 RIDGE BEAM al GUTTER BEHIND DRIP EDGE x 1- 3" PAN ROOF PANEL (MIN SLOPE 1/4" : 1') 't1- COMPOSITE PANEL BEAM (SEE TABLES) \ ¢ 2" x 6" FOLLOWS \i (3) #8 x 3/4 S.M.S. PER PAN W/ O a REMOVE EXISTING SHINGLES EXISTING TRUSS OR RAFTER z 1" x 2" OR 1 "( ) " FASTENED R OOF SLOPE 1 3/4" ALUMINUM PAN WASHER O TO PANEL W/ 2 1/4" x 3" LAG UNDER NEW ROOF O c, N. a SCREWS W/ WASHERS \f #10 x 2" S.M.S. @ 12"0.C. CAULK EXPOSED SCREW J a M M w FOR 140 & 150 MPH USE J (2) 3/8" x 3" LAG SCREWS 1111 : HEADS 0 U- .-E. O �' z IIII m X E W/ WASHERS ,,,,,,,,,,,,,,,,,,,>1",...,,,,,....:2,,,, 6 _ " , SEALANT LL w w m LL z I 1/4" x 8" LAG SCREW (1) PER w O a m 0 pppp EXTRUDED OR TRUSS / RAFTER TAIL AND a Q) j o v B - B - ELEVATION VIEW EXISTING FASCIA SUPER GUTTER 1/4" x 5" LAG SCREW MID WAY O C U 1 n SC 1/2" = 1' -0" SEALANT BETWEEN RAFTER TAILS o a E6 a) 0 J m r. Q m = a a ATTACH TO ROOF W/ SUPER OR EXTRUDED GUTTER > "' °' L w R CHANNEL AND w W m = a (8) #lox 1" DECK SCREWS \ 0 EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 co 0 ....-,I = m AND (8) #10 x 3/4" S.M.S. POST SIZE PER TABLES SCALE: 2" = 1' -0" 0 C O co c O INSTALL W/ EXTRUDED OR EXISTING FASCIA PLACE SUPER OR EXTRUDED 0 ° BREAK FORMED 0.050" z o ALUMINUM U -CLIP W/ (4) 1/4" x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE w J z 0 II RIDGE BEAM 1 i ai 1 -1/2" LAG SCREWS AND (2) _ 1/4" x 4" THROUGH BOLTS #10 x 2" S.M.S. @ 12" O.C. ? 1=111.111 (TYPICAL) , z , ; co � � 1/2" 0 SCH. 40 PVC FERRULE w /_ ' TRUSSES OR RAFTERS \� — — SEALANT 0 a Y� . w -� 2" x 6" (2) 1!4" x 4" LAG SCREWS AND (1) # 8 x 3/4" PER PAN RIB w _ kl WASHERS EACH SIDE 1111 g SLOP CAULK EXPOSED SCREW d �HEADS �� / ONLY / EXISTING 1/2" OR 7116" 111 ' — 3" PAN ROOF PANEL w SEAL z POST SIZE PER TABLES _ w SHEATHING EXTRUDED OR MIN. SLOPE 1l4" : 1' O li .� POST SIZE PER TABLES I MI INSTALL W/ EXTRUDED OR 1/4" x 8" LAG SCREW 1 PER ( ) ' ' O SUPER GUTTER O BREAK FORMED 0.050" TRUSS /RAFTER TAIL AND 3" HEADER EXTRUSION '-1 i ALUMINUM U -CLIP W/ (4) 1/4" x 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W /(3) w SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1 1-1/2" LAG SCREWS AND (2) BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL p co O FRONT WALL ELEVATION VIEW 1/4" x 4" THROUGH BOLTS w z SCALE: 1/4" = 1' -a" (TYPICAL) SUPER OR EXTRUDED GUTTER a z B - B - PLAN VIEW EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 cc 2 w SCALE 1/2" = 1' -0" SCALE: 2" = 1' -0" 12 -01 -2009 OF © BREAK FORMED OR EXTRUDED HEADER a a PLACE SUPER GUTTER SEALANT ALTERNATE 3/4 "0 HOLE -----\ BEHIND DRIP EDGE _ #10 x 4" S.M.S. W/ 1 -1/2 "0 �- GUTTER FENDER WASHER @ 12" O.C. o CAULK SCREW HEADS & PAN ROOF 0 LL EXISTING TRUSS OR RAFTER \ WASHERS S LL o SEALANT VA CAULK EXPOSED SCREW ° Z a #10 x2 "S.M.S. @24 "O. C. - HEADS �, w - m �I� : E •-- : -. - -" �- 3" COMPOSITE ROOF PANEL 1/4" x 8" LAG SCREW (1) PER '_ (MIN. SLOPE 1!4" • 1') o TRUSS / RAFTER TAIL i , ��'i F 3 ? M 1/2" 0 SCH 40 PVC FERRULE .53-.' i EXTRUDED OR m EXISTING FASCIA SUPER GUTTER _ _ _ _ _ _ _ _ _ _ •{ °¢° EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 IS ® v z ,ILL SCALE: 2" = 1' -0" OPTION 1: ® . 0 . 0 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 12 3/8" x 3 -1/2" LOUVER VENTS - - - - - - - - - ° 5 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ FASCIA COVERS PAN & SEAM OR 3/4 "0 WATER RELIEF HEADS (3) #10 x 2" INTO FASCIA AND OF PAN & ROOF HOLES REQUIRED FOR 2 -V2" PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER & 3" RISER PANS RECEIVING CHANNEL OVER I.... I. < x 6" S.M B. W/ (4) #10 Q Z ui GUTTER BEHIND DRIP EDGE BEAM ANGLE PROVIDE 0.060" S.M.S. @EACH ANGLE OPTION 2: SPACER @RECEIVING EACH SIDE z H Lu 1/4" x 8" LAG SCREW (1) PER CHANNEL ANCHOR POINTS (2) I, , I_ NOTCH ANGLE OPTI 0 w Q z SS /2 "0 #10 x 2 -1/2" S.M.S. @ RAFTER \� SCH 40 PVC RAFTER FERRULE TAIL IN 1/ O.C. MAX. W/ C1 w w SEALANT TAILS OR @ 2" I- 'I STRENGTHAIN FOR ANGLE Z O _1 0 O o W uj 2" x 6" SUB FASCIA — CO} - I ON z 3" COMPOSITE ROOF PANEL GUTTERS FOR 2 -1/2" AND LARGER PANS SHALL HAVE A 3/4 "0 HOLE OR A 3/8" x 4" LOUVER @ w Z Q Z ' u #10 x 2" S.M.S. @ 24" O.C. 't (MIN SLOPE 1/4" : 1') 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER 0 5 BUILD -UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) w L] I - 5 = SMALLER THAN 2 -1/2" ALSO w ot5 D z LL _ — SCALE: 2" = 1' -0" 0 t. m w O EXTRUDED OR 4 3" HEADER EXTRUSION U Q < J EXISTING TRUSS OR RAFTER / • FASTEN TO PANEL W/ R / SUPER GUTTER #8 x 1/2" S.M.S. EACH SIDE D U 1 - D EXISTING FASCIA @ 12" O C. AND FASTEN TO 1 Q W O M a. w SEALANT GUTTER W/ LAG BO AS PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL c n Z cn LL t Z SHOWN SCALE: 2" = 1' -0" 2 w Os w EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 D N N E SCALE: 2" = 1' -0" - 1 w D ~ 1- PAN ROOF ANCHORING DETAILS Q 0 = RIDGE CAP SEALANT 1-- FLASHING 0.024" OR 26 GA. GALV. PAN HEADER (BREAK- i- FORMED OR EXT.) co x co #8 x 9/16" TEK SCREWS @ C GUTTER BRACE 0 2' -0" 0/C '"' PAN RIBS EACH SIDE BOTHH SID S BEAM FOR O N . z -. l Y GABLED APPLICATION 2 CL CAULK 2" x 2" x 0.06" x BEAM DEPTH + I,,, CAULK AL HEAD3 &WASHERS 0 W n � SLOPE 4" ATTACH ANGLE "A" TO O O IL W LL .. _ iiiii11 FASCIA W/ 2 -3/8" LAG 11 1"• , #8 x 1/2" S.M.S. (3) PER PAN w 6- m x E _ SCREWS @ EACH ANGLE � AND (1) AT PAN RISER W LL z co R J O ALTERNATE CONNECTION: P AN OR COMPOSITE ROOF ,,,<c a n m • v " MIN. 2" x 3" x 0.050" S.M.B. (4) #8 x 1 -1/4" SCREWS (3) PER PANEL p C F v - .'"" - *:::::::.%••••••••••••••••':::::. - . - -- '4 ! #10 S.M.S. @ E ACH ANGLE PAN INTO BEAM THROUGH u- j 0 EACH SIDE BOXED END OF PAN AND #8 x 1/2" S.M.S. 3 PER PAN Op r a cc �. •• .- HEADER ALONG PAN BOT > • c d z c[ COMPOSITE ROOF / ( m = w • SUPER OR I 0 > r • m HEADER EXTRUDED 0 A ROOF PANEL TO BEAM DETAIL B / Vr'HEN FASTENING TO SCALE: 2" = 1' -0" � C 3 C) o 0 GUTTER SOFFIT ALUMINUM USE TRUFAST HD x O 2 ° I- CAULK ( "t" + 3/4 ") AT 8" O.C. FOR UP TO FOR PAN ROOFS co •. z 2" x 9" BEAM - 1 130 MPH WIND SPEED (3) EACH #8 x 1/2" LONG S.M.S. w - J / A = WIDTH REQ. FOR GUTTER EXPOSURE "D "; 6" O.C. FOR PER 12" PANEL W/ 3/4" Z B = OVERHANG DIMENSION ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER z o (2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR 150 MPH WIND SPEED - EXPOSURE "D" FROM GUTTER TO BEAM WATER RELIEF O J m BEAM TO WALL CONNECTION: CAULK ALL EXPOSED SCREW 1- 0 (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" HEADS & WASHERS ROOF PANEL LAG SCREWS PER SIDE OR (2) 1/4" x 2 -1/4" CONCRE 1 E ANCHORS TO CONCRETE OR MASONRY (PER TABLES SECTION 7) WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" FOR COMPOSITE ROOFS: C! #10 x (t + 1/2 ) S.M.S. W/ SUPPORTING BEAM 1 -1/4 "0 FENDER WASHERS (PER TABLES) w 1 �' ° ; i z (ALTERNATE) (1) 1 -3/4" x 1 -3/4" x 1 -3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3) @ 12" O.C. (LENGTH = 7 w SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2 -1l4" CONCRETE ANCHORS TO CONCRETE OR PANEL THICKNESS + 1 ") U SHEET = MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" © ROOF BEARING ELEMENT ° SCALE 2" = 1' -0" (SHOWN) AND 24" O.C. @ z iii NON - BEARING ELEMENT (SIDE WALLS) w O G to z CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL ROOF PANEL TO BEAM FASTENING DETAIL m SCALE 2" = V -0" SCALE: 2" = 1' -0" 12 12 -01 -2009 OF © mN 0.024" x 12" ALUMINUM BRK #10 x 4" S.M.S. W/ 1/4 x 1 -1/2" u' pn m t MTL RIDGE CAP S.S. NEOPRENE WASHER @ COVERED AREA 8" O.C. '' j1f o TAB AREA I " m • VARIABLE HEIGHT RIDGE SEALANT 3/8" TO 1/2" ADHESIVE BEAD d "' ' W BEAM EXTRUSION r FORA 1" WIDE ADHESIVE „qu "'i° �� MIN ROOF SLOPE 2- 1/2:12 '2 ? 6 #8 x 9/16" TEK SCREW @ 8" STRIP UNDER SHINGLE / ti ® O.C. dndo, z ROOF PANEL ' _ CAULK ALL EXPOSED SCREW d1 ° SUBSEQUENT ROWS v E HEADS AND WASHERS ui iii '" �' S TARTER ROW m :c COMPOSITE PANEL WJ o EXTRUDED OR BREAK Z Q o i (3) 1/4 "0 THRU -BOLTS (TYP.) FORMED CAP SEALED IN o 1/8" x 3" x 3" POST OR SIMILAR 1 MI_ I ) PLACE W/ ADHESIVE OR LL SCREWS o ` II #8 x 9/16" TEK SCREW @ 6" 3 1 O.C. BOTH SIDES SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. Z o APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE E 0 PANEL ROOF TO RIDGE BEAM (a7 POST DETAIL STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL 8 5 aga.,........ SCALE: 2" = 1' -0" SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP FASTENING OF COMPOSITE FOR AREAS UP TO 120 M.P.H. WIND ZONE: J w PANEL' 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE d VARIABLE HEIGHT RIDGE �� SEALANT AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE D u 0 BEAM EXTRUSION ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. < 2 L11 0 z 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD 0 0 W w #8 x 9/16" TEK SCREW @ 8" DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID I O.C. COVERED AREA. Z 0 w ROOF PANEL FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 5 J J 0 N v •;; 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE •h - _ CAULK ALL EXPOSED SCREW AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH LLl Z Q Z _ , w HEADS AND WASHERS THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 0 1-- 0 U3 cc x SELF MATING BEAM 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO L D 0 r— � z 3 2" 1 /8" WELDED PLATE SADDLE STRIPS OF ADHESIVE AT MID COVERED AREA. m z t W / (2) 1/4" THRU -BOLTS U ~ , ADHESIVE: BASF DEGASEALTTM 2000 #5 REBAR IMBEDDED IN TOP - ••- -•...� U O Q OF CONCRETE COLUMN (BY COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL OTHERS) 0 (2 SCALE: N.T.S. CC Q L U ? a • CO Z fn z WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ( "t" + 3!4 ") AT 8" O C. FOR UP TO 130 MPH WIND U) Z O) w SPEED EXPOSURE "D "; 6" 0.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" COVERED AREA D O o PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL TAB AREA W/ 1" ROOFING Z 0 C:3 CV EE SCALE: 2" = 1` -0" NAILS INSTALLED PER 1 MANUFACTURERS J j SPECIFICATION FOR NUMBER ' < O AND LOCATION F MIN. ROOF SLOPE 2- 1/2:12 ' 0 v- r a #8 x 1!2" CORROSION • C7 rn m ? RESISTIVE WASHER HEADED / 3/8" TO 112" ADHESIVE BEAD 0 SUBSEQUENT ROWS ? N 0 J F 2 w 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SCREWS @ 24" O.C. W ALTERNATE #8 x 1/2" S.M.S. z • 2 SHEET W/ 1/2" 0 WASHER. FOR A 1" WIDE ADHESIVE Ill o STRIP UNDER SHINGLE } W m LL a ` STARTER ROW d o a� w • = COMPOSITE PANEL W/ 0 C k a D w U EXTRUDED OR BREAK o ] ^ 0 FORMED CAP SEALED IN m t a_ y ■• PLACE W/ ADHESIVE OR #8 4 W a t""6- L w WAFER HEADED SCREWS m cc cll al ii w W { 7/16" O.S.B. PANELS Q C U 7) c 0 0 . 1— SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2 -1/2 : 12 AND GREATER z m it TYPICAL INSULATED PANEL 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. w z 2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED SCALE: 2" = 1' - Z N CLEANER. 0 Z °' NOTES: 3. SEAL ALL SEAMS WITH BASF DEGASEAL T ' " 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, w o 0 GREASE, WATER OR OIL. o r 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 4. APPLY 3/8 "0 BEAD OF BASF DEGASEAL 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING p 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE SHINGLES. PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 5 O cr 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER SUPPLEMENTS , 1507.38. • J 1 A Y O 0 0 HEADED SCREWS. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 c9 w E2 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" 0.C. FIELD ON EACH SUPPLEMENTS, 1507.3. to SEAL z PANEL. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK a SHEET w ( SCREWS @ 8" O.C. EDGES AND 1 O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" 0.C. O U z 6" 6. ALUMINUM END CAP WILL BE ATTACHED WITH 3 ) #8 x 1/2" CORROSION RESISTIVE EDGES 12" O.C. FIELD FOR 140 -1 AND UP TO 150 MPH WIND ZONES. 0 WASHER HEADED SCREWS. z NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY COMPOSITE ROOF PANEL WITH O.S.B. z co 1 0 E SPANS IN SECTION 5 OR 7 BY 1.28 FOR H -28 METAL 8 1.20 FOR H -14 OR H -25 METAL. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. z w 12 m 12 -01 -2009 OF 0 °� G g 0 °o O W O o' 0 9 * A + g g O W o oxm ° '9 K * U1 ° o o 0-1 O N* x ° O N N - °;° g w P O N [-• N N -- 1 N� xma g °ion °n el, $x3.a_g- e.,L. .mo ' . N4 ouNO ° o?' m n 'ii n two ' o°°2S - s Va = NN.. aw�i � � ootm & x... g N mn i.,� ° o m n L mNm Yb O pe x N4IWAm x g yyyV N NWm°!ym N 'R OO + . 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FL # 16644 `� '� SCREEN, ACRYLIC & VINYL ROOMS c O H L t,., \ CIVIL & STRUCTURAL ENGINEERING n W �� \JJJ 315 Herbert St., Port Orange, Fl 32129 SECTION 7 TABLES INDUSTRIES, INC. /�. � 4∎%. \ - Telephone #: (386) 767 -4774 Fax #: (386) 767 -6556 Wholesale Aluminum Distributors U d ` � http: / /www.lebpe.com/ 2007 FLORIDA BUILDING CODE 400 W. McNAB ROAD, FORT PHONE (954)97a9999 N WITH 2009 SUPPLEMENTS - 2009 EDITION LAUDERDALE, FLORIDA 33309 1 - 800 - 432.5019 FAX. (954)972 - 1338 © BENNETT ENGINEERING GROUP 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. MANUFACTURERS PROPRIETARY PRODUCTS a SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE as Co n w ON TOP AND BOTTOM LOCK GROOVE o Z ° LL a o O z N Y ° m O °z Q 8 c — 92 I- M \ �/ &� h < m o ° ° < e .1' 48" k \, ° LL z7 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" l' C2 3105 H -14 OR H -25 ALUMINUM ALLOY SKIN 3 0 ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: S 5 ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = 1' -0" Lawrence E. Bennett & L/180 a u <2 p: w 111 z Z O 0 m Spans and Design / Applied Loads* (#/SF) - O Q w Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable 5 P 9 PP ( ) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads* ( # /SF) J J O Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 w Z — Z N Z Manufacturers' Proprietary Products: Statewide Product Approval #F1 6 "x48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam Z r W 6"x48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam )— _ Z Wind Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Wind Open Structures Mono - Sloped Roof Screen Rooms &Attached Covers Glass & Modular Rooms Enclosed Overhang I > 111 0 ri Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantilever (n L1J 0 5 ;7: 0 J )— g Zone ]&2 3 4 182 3 4 1&2 3 4 Cantilever (MPH) spanlload' span/oad' span/load' span /load' span/load' span/load" span /load' span /load' span/load' (MPH) span/load" span/load" span/load' span/load' span/load" span/load* span /load' span/load* span/load' LL 100 25' -9" 13 28' -9" 13 27' -10" 13 20' -T 20 22' -11" 20 22' -2' 20 19' -2" 23 21' -5" 23 20' -8' 23 4' -0" 45 100 28' -2" 13 31' -6" 13 30' -5" 13 22' -6" 20 25' -2" 20 24'4" 20 20' -11' 23 23' -6" 23 22' -8' 23 4' -0" 45 U m 11-1 O 110 25' -0" 14 27-11" 14 27' -0" 14 20' -1' 21 22' -5" 21 21' -8" 21 17' -8" 27 19' -9" 27 19' -1" 27 4' -0" 55 11D 27-5" 14 30-8' 14 29' -7" 14 21' -11" 21 24'-7" 21 23' -9" 21 19'4' 27 21' -8" 27 20' -11" 27 4' -0" 55 0 — 120 22' 7" 17 25'-4" 17 24' -5" 17 18' -5" 25 20' -7" 25 19' -10" 25 16' -3" 32 1B' -2" 32 17' -T 32 4' -0" 65 120 24' -9" 17 2T -8' 17 26' -9" 17 2O' -2" 25' 22' -6' 25 21' -9" 25 17' -10" 32 19' -11" 32 1 -3" 32 4' -0" 65 H J 0 < W O 130 20'-10" 20 23-3" 20 22' 6" 20 1 17' , 1 " 29 19 '-1° 29 18'-5" 29 34 1 13-8" 45 16' -8' 38 16'-1 38 4' -0" 77 130 22'-10' 20 25 20 24'-8" 20 18'-8" 29 20'-11" 29 20'-2" 29 ' 16'-0' 38 18'-3" 38 1 7 ' -8" 38 4'-0" 77 ,� ~ 0 140-1 19'-4" 23 21' -8" 23 20' -11' 23 15' -9' - 34 1T -T 34 77-0" 34 13' -8" 45 16' -B' 38 16' -1' 38 4' -0" 89 140 -1 21' -3" 23 23' -9' 23 22' -11" 23 17-3' 34 19'-4" 34 18' -8' 34 16'4' 38 18' -3" 38 17-8" 38 4'0" 89 0 0 CC O_ t- -2 19' -4" 23 21' -8" 23 20' -11' 23 15' -9" 34 17' - 34 17' -0" 34 12' -7" 53 15' -6" 44 13' -8" 53 4' -0" 89 140 -2 21' -3' 23 23' -9' 23 22' -11' 23 17' -3" 34 19'-4' 34 18' -8" 34 15' -2" 44 16' -11" 44 16' -5" 44 4' -0" 89 - Q O 0 w 150 18' -2 26 20' -4" 26 19'-8" 26 13' -7' 46 16'-5" 39 15' -11" 39 11' -10" 60 13' -3" 60 12' -10" 60 4' -0" 102 150 l9' -11 " 26 22' -3' 26 21' -6" '26 16' -1" 39 18' -0' 39 17-5" 39 12' -11" 60 15' -9" 51 _ 15' -3" 51 4' -0" 102 2 III Z W 6 "x48" x 0.030" Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 6 "x48" x 0.030" Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam � Wind Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers ' Glass & Modular Rooms Enclosed Overhang, Wind Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang 1 Zone 182 3 4 1&2 3 4 18.2 3 4 Cantilever Zone 1&2 3 4 1 &2 3 - 4 1 &2 3 4 Cantilever w Q ~ (MPH) spanlload' span /load' span /load' span /load' span/load' span/load' span /load' span /load' span/load' (MPH) span/load' span/load' span /load' span /load' span /load' span /load" span /load' span/load' span/load' Z - U CV LNI 100 29' -8" 13 33'-2" 13 32' -1" 13 23' -8" 20 26' -6" 20 25' -7" 20 22' -1" 23 24' -8" 23 23' -10' 23 4' -0" 45 100 32' -6" 13 36'-4" 13 35' -2" 13 25 -11" 20 29' -0" 20 28' -1" 20 24' -2" 23 27 -1" 23 26' -2' 23 4' -0" 45 = S 110 28' -10" 14 32' -3' 14 31' -2" 14 23' -2' 21 25' -10" 21 24' -11" 21 20' -5' 27 22' -10" 27 22' -0' 27 4' -0" 55 110 31' -7" 14 35'-4' 14 34' -2' 14 25'-4" 21 28' -0" 21 27-4 21 22' -0" 27 24' -11' 27 24' -2' 27 4' -0' 55 0 /) 1 w 120 26' 1" 17 29' -2 17 28'-2" 17 21' -Z 25 23' -8" 25 22' -11" 25 18' -9" 32 - 20' -11" 32 20' -3' 32 4' -0" 65 120 28' -7" 17 31' -11" 17 30' -11' 17 23'-3" 25 25'-11" 25 25' -1' 25 20' -6' 32 22' -11" 32 - 22 -Z 32 4' -0" 65 J 123 25' -5" 17 28' -5" 17 27' -5" 17 20' -8' 26 23' -2" 26 22' -4' 26 18' -3" 34 20' -5" 34 19' -8" '34 4-0" 69 123 27' -10" 17 31' -1' 17 30' -1" 17 22' -8" 26 25' -0" 26 24' -6" 26 19' -11' 34 22' -4 34 21' -7 34 4' -0' 69 < 23' -11" 20 26' -10' 20 25' -11" 20 19' -8" 29 22' -0' 29 21' -3" 29 17'-2" 38 19' -3" 38 18' -7" 38 4' -0' 77 130 26' -3" 20 29' -5 20 28' -5" 20 21' -7" 29 24' -1' 29 23' -3" 29 18' -10" 38 21'-1" 38 20'4' 38 4' -0" 77 0 140 -1 22' -4" 23 24' -11" 23 24' -2" 23 18' -2' 34 20'-4" 34 19' -8" 34 17' -2" 38 19' -3" 38 18' -T 38 4' -0" 89 140 -1 24-6" 23 27-0' 23 26' -5" 23 19' -11" 34 22' -3" 34 21' -6" 34 18' -10" 38 21' -1" 38 20' -0' 38 4' -O" 89 S 140-2 22•-4" 23 24' -11' 23 24' -2" 23 18'-2' 34 20'4" 34 19' -8" 34 15'-11" 44 17' -10" 44 17' -3" 44 4' -0" 89 140 -2 24' -6" 23 274' 23 26'-5" 23 19' -11" 34 22' -3" 34 - 21' -6" 34 17-6' 44 19' -7" 44 18'-11" 44 4' -0" 89 ~ 150 20' -11' 26 23' -6" _ 26 22' -8" 26 16' -11" 39 18' -11" 39 18'-4" 39 13' -8' 60 16' -7 51 16' -0" 51 4' -0" 102 150 22' -11" 26 25' -8' 26 24' -10' 26 18' -7" - 39 20' -9" 39 20' -1' 39 16'-3" 51 18'-2' 51 17' -7" 51 4'-0" 102 8" x 48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 8 "x x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam "":1" u I- Wind Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Wind Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang , Q LO Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantilever Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantilever (MPH) span/load' spanlload' span /load' spanlload' spanlload' span /load' spanlload' span /load" span/load" (MPH) span /load' span /load' span /load' span/load' span/load' span /load' span/load* span/load" span/load' r m Z 100 29' -11' 13 33' -6" 13 32' -5' 13 23' -11" 20 26' -9' 20 25' -11" 20 274" 23 24' -11" 23 24' -2" 23 4' -0" 45 100 34-7" 13 38'•8" 13 37' -5" 13 27' -8" 20 30' -11" 20 29' -10" 20 25'-9" 23 28' -10" 23 27' -10" 23 4-0" 45 V' o, r 110 29' -2" 14 32' -T 14 31' -6' 14 23'-4" 21 26' -2" 21 25' -3' 21 20' -T 27 23'-1" 27 22' -3' 27 4' -0" 55 110 33'-8" 14 37' -T 14 36'4" 14 26' -11" 21 30' -2 21 29' -2" 21 23' -9" 27 26'-T 27 25' -8' 27 4' -0" 55 2 m O 123 25' B" 17 28=9" 17 27 -9" 17 20' -11' 26 23-5 " 1 26 22' -T 26 18-5 " 34 20'- -7" 34 19 -11' 34 4'-0" 69 123 29 17 8' -0" 17 32 -0' 17 24:-r 26 26' -1 26 26' -1 26 21' 3 " 34 23' -9" 34 22' -11" 34 4' -0" 69 0 W LL v W • 130 24' -3' 20 27'-1" 20 26' -2' 20 19' -11" 29 22' -3" 29 21' -6' 29 17' -5" 38 19' -5" 38 18' -9" 38 40" 77 130 27'-11" 20 31' -3" 20 30' -3" 20 22' -11" 29 25' -8" 29 24' -9' 29 20' -1' - 38 22' -5° 38 21'-8' 38 4' -0" 77 Z ai x E O 140 -1 22' 7" '23 25' -3" 23 24' -5" • 23 18' -0' 34 20' -6" 34 19' -10" 34 17' -5" 38 19' -5" 38 18' -9' 38 4' -0" 89 140 -1 26' -1" 23 29' -1' 23 28' -2" 23 21 -2" 34 23' -8" 34 22' -11' 34 20' -1" 38 22' -5" 38 21' -8' 38 4' -0" 89 � III & 0 5 140 -2 22'-7" 23 25' -3" 23 24' -5" 23 18'4" 34 20' -6" 34 19' -10" 34 16' -2" 44 18' -1" 44 17' -5' 44 4-0" 89 140 -2 26' -1" 23 29' -1' 23 28' -2" 23 21' -2" 34 23' -8" 34 22' -11" 34 18' -8' 44 20'•10" 44 20' -1" 44 4' -0" 89 – W LL a Z 150 21' -3" 26 23'-9' 26 22' -11" 26 17' -2" 39 19' -2" 39 18' -6" 39 13' -10" 60 16' -9" 51 16' -2 51 4' -0" 102 150 24' -6" '26 27'4' 26 26' -5" 26 19' -9" 39 22' -1" 39 21' -5" 39 17' -0" 51 19'4" 51 18' -8" 51 4' -0' 102 w Q 0 o 0 8 " 8" x 4 x 0.030" Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 8" x 48" x 0.030" Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam 0- ) it r W Wind Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Wind Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Gass & Modular Rooms Enclosed Overhang , IC C ti 0 - a , Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantilever Zone 1&2 3 4 182 3 4 182 3 4 Cantilever 0 (MPH) span /load' span /load' span/load' span/load' span/load' span /load" span /load' span/load" span/load* (MPH) span /load' span/load' span /load' spanlload' span/load' span/load* span /load' span/load' spanlload' W j -.1 n 0 100 34' -7" 13 38' -8" 13 37' -5' 13 27' -8' 20 30'-11" 20 29' -10" 20 25' -9" 23 28' -10" 23 27' -10" 23 4' -0' 45 100 37' -11" 13 42' -5" 13 40' -11" 13 30' -3' 20 33' -10' 20 32' -8" 20 26' -3' 23 31' -7" 23 30'-6" 23 4' -0' 38 m 1= ^ a a. 110 33' -8" 14 37 -7" 14 36'4' 14 26' -11' 21 30' -2 21 29' -2' 21 23' -9" 27 26' -7" 27 25' -6" 27 4' -0" 55 110 36' -10" - 14 41' -2 14 39' -10' 14 29'-6" 21 33' -0" 21 31' -11' 21 26' -1' 27 29' -1" 27 28' -2' 27 4' -0" 55 Q e co L iti 120 30'-5" 17 34' -0" 17 32' -10" 17 24' -9' 25 27' -8" 25 26' -8" 25 21'•10" 32 24' -5' 32 23' -7" 32 4' -0" 65 120 33'4' 17 37' -3" 17 36' -0" 17 27 -1" 25 30' -3' 25 . 29' -3" 25 23' -11" 32 26' -9" 32 25' -10" 32 4'-0' 65 > L h . LI a`, C 123 ' 29' -7" 17 33' -1" 17 32' -0" 17 24' -2" 26 26' -11" 26 26' -1" 26 21' -3" 34 23' -9" 34 22' -11' 34 4' -0" 69 123 32' -5" 17 36' -3" 17 35' -1' 17 26' -5" 26 29' -T 26 28' -T 26 23' -3' 34 26' -0" 34 25' -2' 34 4' -0' 69 m p) r.I = W 130 27 -11" 20 31'•3' 20 30' -3" 20 22' -11' 29 25' -6" 29 24' -9" 29 20' -1" 38 22' -5" 38 21 38 4' -0" 77 130 30' -8" 20 34' -3" 20 33' -1" 20 25' -2 29 28' -1" 29 2T -2" 29 21' -11' 38 24'-7" 38 23' -9" 38 4' -0" 77 0 '{ # m 140 -1 26'-r 23 29' -1" 23 28' -2" 23 21' -2" 34 23' -8" 34 22' -11" 34 20' -1" 38 22' -5" 38 21' -8' 38 4' -0" 89 140 28'-6" 23 31'•11" 23 30' -10' 23 23' -3" 34 25' -11' 34 25' -1" 34 21' -11" 38 24' -7" 38 23' -9" 38 4' -0" 89 1 C O m O 140 -2 26' -1" 23 29' -1" 23 28'-2" 23 21' -2" 34 23'-6 34 22' -11" 34 18' -8" - 44 20' -10" 44 20' -1' 44 4' -0' 89 140 -2 28' -6" 23 31' -11" 23 30' -10" 23 23' -3" 34 25' -11' 34 25' -1" 34 20'5' 44 22' -10" 44 22' -1" 44 4' -0" 89 0 o I- 150 24' -6" 26 27'4" 26 26' -5" 26 19' -9' 39 22' -1" 39 21' -5' 39 17'4" 51 19'4" 51 18' -8" 51 4' -0" 102 150 26' -10" - 26 29' -11" 26 28' -11" '26 21' -8" 39 24' -3" 39 23' -5" 39 18' -11" 51 21' -2" 51 20' -6' 51 4' -0" 102 ? 3 y 0 Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel W W C6 d Z t ' Z_ / Z o co w n o CC O / r o -. W a o o A; V L cc a i , , ';.,- . , -AA CD E SHEET w z __I 5 Z co 101 uJ z co Z W 1 2 12 -01 -2009 OF O O GLNERAL NOTES AND SPECIFICATI _ Table 9.1 Allowable Loads for ( .ite Anchors Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings • The Section 9 tables were developed from data for anchors that are Screw Size Embedment Min. Edge Dist. L and Areas for Screws in Tension Only Loads and Areas for Screws in Tension Only a Depth Anchor Spacing Allowable Loads Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone . m considered to be Industry Standard" anchors. The allowable loads are 2742 # / SF ( SF) Maximum Allowable - Load and ear ( an MPH, Use Conversion Table at Bottom of this page) 0 MP Htable Roof Area for 120 MPH Wind Zone (35.53 # / SF) based on data from catalogs from POWERS FASTENING, INC (RAWL d = diameter (in.) 5d (in.) Tension I Shear Wind Regions other than 120 MPH (For Wind Regions other than PA MPH, Use Conversion uiIdi at Bottom of this page) m PRODUCTS), other anchor SU tiers, and design criteria and re reports from ZAMAC NAILIN (Drive Anchors) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings DP 9 f>o 273# 236# Fastener - CONNECTING TO WOOD for PARTIALLY ENCLOSED Buildings m 1/4" 1 -112" 1 -1/4" F Length of Number of Fasteners Fastener Length of Number of Fasteners _O z the American Forest and Paper Products and the American Plywood 2" 1.1/4" 316# 236# Diameter Embedment 1 2 3 4 LI Diameter Embedment 1 2 3 4 O Association TAPPER (Concrete Screws) 1" 264#- 10 SF 528#- 19 SF 792# -29 SF 1056# 39 SF ; Q _ - 2. Unless otherwise noted, the following minimum properties of materials 3/16" 1 -1/4" 15/16" 1" 264# - 7 SF 528# • 15 SF 792# -22 SF 1056# - 30 SF S a 288# 167# 1/4 "e 1 -1/2" 396# -14 SF 792# - 29 SF 1188# - 43 SF 1584# -58 SF m were used in calculating allowed loadings 114"e 1 -1/2" 396#- 11 SF 792# -22 SF 1188# - 33 SF 1584# - 45 SF ,°° 1.3/4" 15/16" 371# 259# 2.1/2" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF o O A. Aluminum; 1/4" 1 -1 /4" 1414" 427# 200# 1" 312# - 11 SF 624# - 23 SF 936# - 34 SF 1248# - 46 SF 2 -1/2" 660# - 19 SF 1320#- 37 SF 1980# - 56 SF 2640# - 74 SF 1. Sheet, 3105 H - or H - alloy 1 -3/4" 1 -114" 544# 216# 5/16 "e 1 -1/2" 466# - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF 1" 312# - 9 SF 624# - 18 SF 936# - 26 SF 1248# - 35 SF v E P°o 2. Extrusions, 6063 T - alloy 3/8" 1 5/16 "e 1.1/2" 468# - 13 SF _ 936# - 26 SF 1404# - 40 SF 1872# • 53 SF "' c -1/2" 1 -9/16" 511 # 402# 2 -1/2" 780# - 28 SF 1560# - 57 SF 2340 # - 85 SF 3120# - 114 SF 2 -112" 780# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120 # - 88 SF ct E B. Concrete, Fc = 2,500 psi @ 28 days 1 -3/4" 3 -3/8" 703# 455# 1" 356# - 13 SF 712# - 26 SF 1068# - 39 SF 1424# - 52 SF 1" 356# - 10 SF 712# - 20 SF 1068# - 30 SF 1424# - 40 SF 3 o C. Steel, Grade D Fb / c = 33.0 psi POWER BOLT (Expansion Bolt) 3 /8 "e 1 -1/2" 534# - 19 SF 1068# - 39 SF 1602# - 58 SF 2136# - 78 SF 318 "e 1 -1/2" 534# - 15 SF 1066 # - 30 SF 1602# • 45 SF 2136# - 60 SF Q D. Wood; 1/4" 2" 1 -1/4" 624# 261# 2 -1/2" 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# - 130 SF ? m r 24/2" 890# - 25 SF 1760# - 50 SF 2670# - 75 SF 3560# - 100 SF n 1. Framing Lumber #2 S.P.F. minimum 5/16" 3" 1 - /8" 936# 751# a 2 . Sheathing, p y 1,425# Fastener 1/2" 4 I CDX or 7/16" OSB ONNECTING TO. CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings rn o 3/8" 3.1/2" 1 -9/16" L575# CONNECTING TO; CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings `1 3. 120 MPH wind load was used for all allowable area calculations. 1/2" 5" 2.112" 2,332# 2 1 Length of Number of Fasteners Fastener 1 Length of I Number of Fasteners a o POWER STU I Embedment i 2 3 1 4 Diameter I Embedment I 1 2 3 4 v 4 For high velocity hurricane zones the minimum live load /applied load shall (Wedge -Bolt ®) TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) \\ v m e s 1/4" 2 -3/4" 1 -114" 812# 326# TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) < .� be 30 PSF. 3/8" 4.1/4 114 " 1 -112 273# -10 SF 546# -20 SF 819 # -30 SF 1092 # -40 SF � " " 1 -7/8" 1,358# 921# 2" 316# -12 SF 632# - 23 SF 948# - 35 SF 1264# - 46 SF 1 /4 "e 1 -1 /T" 233# -8 SF 466# -17 SF 699# -25 SF 932# -34 SF may p between values but not extrapolated outside 1/2" 6 2 2271# 1,218# 5. Spans ma be interpolated bet 2" 270 # - 10 SF 540# - 20 SF 810# - 30 SF 1080# • 39 SF 0 $ values 5/8" 7" 2 -1/4" 3,288# 2202# 3/16 "e MA" OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 14 " 288# - 11 SF 576# - 21 SF 864# - 32 SF 1152# - 42 SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) n 6. Aluminum metals that will come in contact with ferrous metal surfaces or Wedge Bolt 1 -3/4" 371# - 14 SF 730# • 27 SF 3116 "e 1 -112" 246# - 7 SF a92 #- 14 SF 736 # - 21 SF 984#- 28 SF 1 41 SF 1464# - 54 SF 1314" 317# - 9 SF 634#•18 SF 951# - 27 SF 68# -F concrete /masonry products or pressure treated wood 1/4" 2.1/2" 2 -1/4" 878# 385# 1/4 "0 1 -114" 3655 #- 13 SF 730# - 27 SF 10909 - 5# -40 0 SF 1460#- 53 SF shall be coated w/ two coats of aluminum metal and - masonry paint or a 3/8" 3 - 1/2" 3.1/4" 1,705# 916# 1.3/4" 14 41 S 427 # -i6 SF 854# -31 SF 1281 # -47 SF 1708 # -62 SF 114 "a 1 -1/2" 46 5 # - 10 SF 730 # - 21 SF 1095# - 31 SF 1460# - 41 SF 1.3/4" 465# - 13 SF 930 # - 26 SF 1395# - 39 SF 1860 # - 52 SF < Z coat of heavy bodied bituminous paint, or the wood or other absorbing 1/2" 4" 3.314" 1774# 1,095# 3/8 "e 1 -1/2" 511 # - 19 SF 1022# -37 SF 1533# • 56 SF 2044 # - 75 SF 3 18 "a 1 -112" 437 # - 12 SF 874#- 25 SF 1311 # - 375E 17484 - 49 SF material shall be painted with two coats of aluminum house paint and the Notes: 1 -3/4" 703# - 26 SF 1406# - 51 SF 2109 # - 77 SF 2812# - 103 SF 1 -314" 601# - 17 SF 1202# - 34 SF 1803# - 51 SF 2404# - 68 SF Z joints sealed with a good quality caulking compound The protective 1. Concrete screws are limited to 2" embedment by manufacturers. TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) Q 1.11 CI materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the 2. Values listed are allowed loads with a safety factor of 4 applied. Allowable Load Coversion Multipliers 3/8 "0 2.1/2" 1050# - 38 SF 2100# - 77 SF 3150# - 115 SF 4200# - 153 SF Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 3. Products equal to raw may be substituted. 3 /8"e 2 -1/2" 1205# - 34 SF 2410# - 68 SF 3615#- 102 SF 4820 # - 136 SF 0 Li for Edge All fasteners or aluminum parts shall be corrosion resistant such as non 4 Anchors receiving loads perpendicular to the diameter are M tension. ge Distances More Than 5d 3 -112" 1575# - 57 SF 3150# - 115 SF 4725# - 172 SF 63005 - 230 SF 9 P 3.1/2' 1303# - 37 SF 2606# - 73 SF 3909 # - 110 SF 5212# - 147 SF 5 Allowable loads are increased by 1.00 for wind load. Edge Multipliers 1 /2 "e 3" 1399# - 51 SF 2798# - 102 SF 4197 # - 153 SF 5596 # - 204 SF 1/2 "0 3" 1806# - 51 SF 3612# - 102 SF 5418# - 152 SF 7224# - 203 SF Z 0 o - 0 O magnetic stainless steel grade 304 or 316; Ceramic coated, double 6 Minimum edge distance and center to center spacing shalt be 5d. Distance Tension Shear 5" 2332# - 85 SF 4664# • 170 SF 6996# - 255 SF 9328# -340 SF 5" 1993# - 56 SF 3986# - 112 SF 5979# - 168 SF 7972# - 224 SF U N zinc coated or powder coated steel fasteners. Only fasteners that are 7 Anchors receiving Toads parallel to the diameter are shear loads. 5d 1.00 1.00 Note: WIND LOAD CONVERSION TABLE: Note. W Z i warranted as corrosion resistant shall be used; Unprotected steel fasteners 8. Manufacturers recommended reductions for edge distance of 5d have been 6d 1.04 1.20 1 The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH a pplied. 1. The minimum distance from the edge of the WIND LOAD CONVERSION TABLE: Q U) Shall not be used 7d 1.08 1.40 concrete to e concrete anchor and spacing (Tables Shown). Exam le: the concrete to the concrete anchor and spacing For Wind Zones /Regions other than 120 MPH Q I0 I"' p between anchors shall not be less than 5d where d multiply allowable loads and roof areas by the 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall 8d 1.11 1.60 between anchors shall not be less than 5d where d (Tables Shown), multiply allowable loads and roof W _ Determine the number of concrete anchors r pool required for ool is the anchor diameter. conversion factor. have fasteners made of non - magnetic stainless steel 304 or 316 series. enclosure by dividing ift load by the anchor allowed load. 9d 1.14 1.80 she anchor diameter. areas by he conversion factor. 410 series has not been approved y 9 the uplift y 2. Allowable roof areas are based on loads for Z W pproved for use with aluminum by the For a T x 6" beam with 10d 1.18 2.00 Glass / Enclosed Rooms (MWFRS); I = 1.00. WIND APPLIED CONVERSION 2 Allowable loads have been increased by 1 33 for W [Q Aluminum ASSOCiaton and should not be used spacing = T -0" 0 C 11d 1.21 - 3. For partially enclosed buildings use a multiplier to REGION LOAD FACTOR wind loading- WIND APPLIED CONVERSION F - - allowed span = 20' -5" (Table 1.1 12d 1.25 - roof areas of 0.77. 100 26.6 1.01 3. Allowable roof areas are based on loads for REGION LOAD FACTOR In Q J 9 Any project covering a pool with a salt water chlonnation disinfection ) Glass 1 Partially Enclosed Rooms (MWFRS) 1 = 1.00 100 25 1.22 0 < UPLIFT LOAD = 1 /2(BEAM SPAN) x BEAM & UPRIGHT SPACING 4 For sections 1 & 2 multiply roof areas by 1.30. 110 26,8 1.01 4 For Glass / Enclosed Rooms and Sections 1 8 2 lL system shall use the above recommended fasteners. This is not limited to NUMBER OF ANCHORS = 1/2(20.42' x 7' x 10#/ Sq Ft y 120 27.4 1.00 1 10 30 1 11 I� d base anchoring systems but includes all connection types. ALLOWED LOAD ON ANCHOR 123 28.9 0 97 use a multiplier to root area of 1.30. 120 35 1.03 NUMBER OF ANCHORS = 714 70# = 1.67 130 322 0.92 123 37 1.00 427# 140 -1 373 0.86 130 42 0.94 0 SECTION 9 DESIGN STATEMENT: Therefore, use 2 anchors, one (1) on each side of upright 14o -t&2 48 0 ae 140 -2 37.3 0.86 O The anchor systems in Section 9 are designed for a 130 MPH wind load. 150 42.8 0.80 150 56 0.81 O o Multipliers for other wind zones have been provided. Allowable loads include a Table is based on Raw N N 133% wind load increase as provided for in The 2007 Florida Building Code with _ 2009 Supplements The use of this multiplier is only allowed once and I have I- ..... selected anchoring systems which include strapping, nails and other fasteners. Table 9.5A Allowable Loads & Roof Areas Over Posts Table 9.6 Maximum Allowable Fastener Loads Table 9.9 Minimum Anchor Size for Extrusions -. for Metal to Metal, Beam to Upright Bolt Connections for Metal Plate to Wood Support Wall Connection Open or Enclosed Structures @ 27.42 # /SF Metal to Plywood Extrusions Wall Metal Upright Concrete Wood Fastener 1!2" 4 ply 5 /8" 4 ply 3/4" 4 ply - 2" x 10" 114" #14 1/4" 1 /4' diam. min. edge min. ctr. No. of Fasteners / Roof Area (SF) Shear Pull Out Shear Pull Out Shear Pull Out r x 9" 1/4" #14 1/4" 1/4" , . to Table 9.4 Maximum Allowable Fastener Loads distance to ctr. 1 / Area 2 /Area 3 / Area 4 /Area Screw 0 (Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) 2" x r 1 /4" #12 1/4' #12 Lo for SAE Grade 5 Steel Fasteners Into 6005 T - Alloy Aluminum Framing 1/4^ 1/2" 5/8" 1,454 - 53 2,908 - 106 4,362 - 159 5,819 - 212 #8 93 48 113 59 134 71 2" x 7" 3/16" #10 3/16' #10 CO r 5116" 318" 7/8" 1,894 • 69 3,788 - 138 5,682 - 207 7,576 - 276 #10 100 55 120 69 141 78 (As Recommended By Manufacturers) 2" x 6" or lass 3116" 98 3/16` #8 V CO 3!8" 314" t" 2,272 - 82 4,544- 166 6,816 - 249 9,088 - 331 612 118 71 131 78 143 94 Self-Tapping and Machine Screws Allowable Loads Tensile 9 in Note: It ? c m Strength 55,000 psi; Shear 24,000 psi 1/2" 1" 1 -1/4" 3,030 -110 _ 6,060 -221 9,090 - 332 12,120 -442 #14 132 70 145 88 157 105 Wall, beam and upright minimum anchor sizes shall be used for super gutter J r Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel connections. Z LL 2 \ Screw /Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Table 9.58 Allowable Loads & Roof Areas Over Posts Aluminum Mandrel Steel Mandrel LL 0 , m x E #8 0.164" 122 139 153 200 228 255 - for Metal to Metal, Beam to Upright Bolt Connections Rivet Diameter Tension (Ibs.) Shear Tension (Ibs.) Shear Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes d W LL #10 0.190" 141 161 177 231 263 295 . Partially Enclosed. Structures @ 35.53 # /SF 1/8" 129 176 210 325 Metal to Metal CC 0 a #12 0.210" 156 178 196 256 291 327 Fastener 5/32" 187 263 340 490 W Q #14 0.250" 186 212 232 305 347 389 529 diam. min. edge min. ctr. No. of Fasteners /Roof Area SF 3116" 262 Anchor Size #8 #10 #12 #14' 5116" 318" 0_ p 114" 0.240" 179 203 223 292 333 374 508 ( ) 375 445 720 CC d. 5/16" 0.3125" 232 265 291 381 433 486 661 . Area Area 4 /Area Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to .00 0.80 0.58 0_46 0.27 021 CO distance to c[r . 1 /Area 2 / A 3 /A 100 _i r-- 3!8" 0.375" 279 317 349 457 520 564 793 1/4" 1/2" 5 /8" 1,454 - 41 2,908 - 82 4,362 - 125 5,819 - 164 #10 0.80 1.00 0.72 0.57 0.33 0.26 0 5116" 318" 7/8" 1 - 53 3,788 - 107 5,682 - 160 7,576 - 213 Walls, Uprights Carrier Beams or Other Connections 00 Cr r a 1/2" 0.50" 373 423 465 609 I 693 779 1057 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C'• #12 0.58 0.72 1.00 0.78 0.46 0 .36 Q , (o m .c 3/8" 314" 1" 2,272 - 64 4,544 - 128 6,816 - 192 9,088 - 256 #14 0,46 0.57 0.78 1.00 0.59 0.46 LL c.,5 = M. Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Exposures Screw /Bolt Sin le Shear 112" 1" 1-1/4" 3,030 -85 6,060 - 171 9,090 - 256 12,120 -341 W 9 Maximum Screw / Anchor Size 5/16" 0.27 0.33 0.46 0.59 100 079 m Size Nd O.Ca4" 0.050" 0.055" 0.072" i 0.082" 0.092" 0.125" - Notes for Tables 9.5 A, B: - O U 1. Tables 9.5 A 8 B are based on 3 second Max Size of Beam Attachment Type Size Description To Wall To Upright /Beam 318" 0.21 0.26 0.36 0.58 079 1.00 F #8 0.164" 117 133 147 192 218 245 - Allowable Load Conversions Upright Alternative Anchor Selection actors for Anchor / Screw Sizes a #10 0.190" 136 154 170 222 253 284 - wind carports & screen rooms multiply at 120 MPH; Exposure "B "; = 1.0. Alt ti Ah Slti F (7 For ca ort Z j a p y the for Edge Distances More Than 5d 2 x 4" x 0.044" Angle r x 1 "x 0.045" 3/16' #10 #12 0.210" 150 171 168 246 260 293 Gass / Partially Enclosed loads 8 roof areas Ede Allowable Load Concrete and Wood Anchors Dyna Bolts (1 -5/8" and #14 0.250" 179 203 223 292 333 374 508 4 Mult tiers 2" x 4" x 0.044^ Angle 1" x 1 "x 1/16' (0.063 ) 3/16" #12 p_ above by 1.3 P (concrete screws: 2" maximum embedment) 2 -1/ 4" embedment respectively) uJ 114" 0.240" 172 195 214 281 320 358 487 2. Minimum spacing is 2 -1/2d 0.C. for Distance Tension Shear 2" x 5" x 0.072" U- channel 1 -1/2" x 2 -1/8" x 1 -1/2" x 0.043" 1/2" #14 Anchor " " " 1/4 318 Z 5/16" 0.3125" 223 254 279 366 416 467 634 screws & bolts and 3d O.C. for rivets. 12d 1.25 - 2" x 6" x 0.072" U- channel 1" x 2 -1/B" x 1' x 0.050" 5116" 5/16 Anchor Size 3116 Size 3/16" 1/2" O 3/8" 0.375" 268 305 335 439 499 560 761 3 Minimum edge distance is 2d for screws, 11d 1.21 - 2" x 8" x 0.072" Angle 1" x 1" x 1/8" (0.125 ") 3/16" #12 3/16" 1.00 0.83 0.50 3/16" 100 0.46 W 1/2" 0.50" 357 406 447 585 666 747 1015 bolts, and nets. 10d 1.18 200 2" x 10" x 0.072" Angle 1 -1/2" x 1 -1/2" 1/16 10,062 ") 1/4" #12 1/4" 0.83 1.00 0.59 1/2" 0.46 1.00 !i Allowable Shear Loads on Screws for Nominal Wall Thickness (t) (Ibs.) 9 d 1.14 1.80. 2" x 7" x 0.072" Angle 1 -1/2" x 1 -1/2" 3/16 (0188) 1/4" #14 3/8" 0.50 0.59 100 Bolt Double Shear Sd 1.11 1.60 2" x 10" x 0.072" Angle 1 -1/2" x 1 -1/2' 1/8 (0.062) 1/4' #14 'Mutply the number o f #8 screws x size of anchor /screw desired and round up to the next even number 0 Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 7d 1.08 1.40 2" x 7x 0.072" Angle 1 -314x 1 -3/4' z 1/8 "(0.125 ") 1/4' #14 of screws. 1/4" 0.240" 343 390 429 561 639 717 974 6 d 1.04 1.20 2" x 10" x 0.072" U- chanel 1 -3/4 x 1 -3/4 x 1 -3/4 x 1/8" " 3 /8 # 14 Exmple 5 /16" 0.3125" 446 508 559 732 832 934 1269 5d 1.00 1.00 n ' ' ' If (10) #8 screws are required, the number of #10 screws desired is: a ' 3 /B" ' 0.375" 536 610 670 878 998 1120 1522 2" x 10" x 0.072" Angle 2' x 2" x 0.093' 3/8' 3!8" 0.8 x 10 = (8) 910 • ' 1/2" 0.50" 714 812 894 1170 1332 1494 2030 2" x 10" x 0. 072" Angle 2" x 2" x 1/810.1251 5/16" 5/16' CO i i i - .s11 Notes: 2" x 10" x 0.072" Angle 2" x T x 3/16 "(0.313 ") 12" 1/2" d t ' ".4"; 6 1. Screw goes through two sides of members. Note: 0 H 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness 1. 6 of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. stitching screw size for beam / upright found in table 1.6. \�� t jjj 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. 2- For post attachments use wall attachment type = to wall of member thickness to \ determine angle or u channel and use next higher thickness for angle or u channel than the 0 12 Multipliers for Other Alloys upright wail thickness. W 6063 T -6 1269 3. Inside connections members shall be used whenever possible 5052 H -25 1522 i e. Use in lieu of angles where possible. 6005 T.5 2030 4. The thicker of the two members u channel angle should be place on the inside of the 12 - 01 - 2009 OF connection if possible. LEGAL NOTICE Y OF TY : EIS ND PERMIT � I 1 imi 4 c__ WHEREAS, VIOLATIONS OF THE CODE OF THE CITY OF TYBEE ISLAND HAVE BEEN FOUND, NOTICE IS HEREBY GIVEN IN ACCORDANCE WITH THE ABOVE CODE THAT ALL PERSONS CEASE, DESIST FROM AND STOP WORK AT ONCE ON ANY CONSTRUCTION, ALTERATION, REPAIR., OR FURTHER USE • THESE P' EMISES NOWN AS // fr a / /,4/ /l UNTIL THE VIOLATION HAS :EEN CORRECTED AND APPROVED BY THE CITY OF TYBEE ISLAND. ALL PERSONS ACTING CONTRARY TO THIS NOTICE OR REMOVING OR MUTILATING IT ARE LIABLE TO SUMMARY ARREST UNLESS SUCH ACTION IS AUTHORIZED BY THE CITY OF TYBEE ISLAND. DATE 4 PHONE • INSPECTOR . . t . 20 0 20 40 60 r - ,- ■.au.0 ■ ■■ f ,- ■iuuu.■ ■■ t GRAPH /C SCALE - FEET 5 i- 2. 09 M h ma K '' c eP c 0 \ \ \ 1 \ R \W \ 75 5/8" Rebor(F) \ \ 5166E-1 ' ` \ AY J B o0 J,� 0 \ 0 o /'I ` \ 10. \ 6 "E J o -.) \ 0 4 J % © \ N 0 0 \,,, ‘-- /Od \99 N o \ j 1 .\-"- 00 '' m \ 5/8" Rebor(F) 0 , 0 ' �C� 2 m 1 0 C3> \ ..- -4\...... � QOQ O 0° ©_ ...- \ '� • `S 11 • I. \ c • \\I \ ` N 4 Conc.kfkr. (F) � - -,, N I < G 1 —� u 2 ` ° QQ c) Q 00 'QZ `�'s o o TOTAL AREA: % 0.25 ACRE 1 '-c ` � 45 ' 90 10829 SQ.FT. S ♦ " 0 0. 3 4 © % 610 2 4 '46 W cs) \ 0 5 © • 0 0 SLh' x. I lk o w ` WARP ' 5/8" Rebor(F) Z gA LO T 8, z 0 70 0 NOTES: THE BASE FLOOD ELEVATION 13.0' MSL. ACCORDING TO FLOOD MAP 135164 — 00I —C DATED JUNE 17, 1995 THIS LOT IS LOCATED IN AN A8 -13'. THIS LOT TO BE SERVED BY CITY WATER AND SANITARY SEWER. DATE: OCTOBER 14, 2003 BY: WARREN E. POYTHRESS Reg. Land Surveyor rt 1953 991 Hunters Road A..7 -BUIL T SURVEY Te an i a c� 9 1 . 2E 857 -3288 FOR EQUIPT: TOPCON 303 TOTAL STATION J A. K /MBRELL THE F I ELD DATA UPON WH I CH TH I S MAP OR PLAT IS BASED HAS A C LOSURE PRECISION OF ONE FOOT IN OR E i q LOCATION. LOT 7(REVISED), 26732 FEET, 8 AN ANGULAR w\ST BAY WARD SUBDIVISION, ERROR OF 06" PER ANGLE POINT 8 No 195 I WAS ADJUS USING COMPASS RULE. TYBEE ISLAND GEORGIA THIS MAP OF PLAT HAS BEEN CALCU— Ex DE LATED FOR CLOSURE 8 IS FOUND TO 1 ' 4 v �� p • B ACCURATE WITHIN ONE FOOT I N SUR i F. p 01 COMP: K- L- KIMTYBE7