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321 East Coast Drive r iF � 4s1 s s 41 MAP 45- NOWM(g §NRWKg off THE WEST 10.0 FEET OF LOT 8 AND ALL OF LOT 10, BLOCK 5 ATLANTIC BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 5, PAGE 69 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. , I 7 - 45 f. - ! �l CERTIFIED TO: -DIANE M. DYAL and LASALLE, TALMAN, HOME MORTGAGE CORPORATION, T.A. TITLE COMPANY t, r3 I L O T 1 1 L O T 9 L 0 T 7 d_t i FD. 1/2" FD. 1/2" FD. 1/2" P IRON PIPE IRON PIPE 0 2 IRON PIPE FENCE NO CAP 0.2 60.0 NO CAP 4 ` 0. 1 6&. 10.0 1.0 li� sp. I ,10 00 {{ a I E E.,l, J Ar t o i g N x L0 00 L'j x ~ < 26.0 ~ tL Q f : p 24. 0p O o �: •, to a; �" X t 1 STORY wooD CONC. I ; FENCE BLOCK 10.s I A. & BRICK 5.0 X No. 321 '4; r f , 0 X $; 39. 7 < l 0.5 x PORCH : .. o �p Fa t I 11.8 I� CONC. D/W rl. I ' RIBBONS I i ii FD. 1/2" p 3.2 N x W IRON PIPE •'` d'8. M� % 3.0 I RDEN `Sp• 8 190. 0 1r 1.0 POWER 60.0' FD. 3/4 POLE IRON PPEFENCE I t' ' 3rd STREET No CAP ' } ( A 40 FOOT RIGHT—OF—WAY fl # 1" I hereby certify that to the best GENERAL NOTES: ELLIS, CURTIS & KOOKER, INC. of L„ my knowledge and belief, the 1.) This is a: Boundary LAND SURVEYORS AND PLANNERS information depicted hereon to be LAI,I 1660 EMERSON STREET in compliance with Chapter 472, survey. JACKSONVILLE, FLORIDA 32207 Florida Statutes and to meet or 2. No abstract of Title furnished. (904) 396-6334 exceed the Minimum Technical 3. Not abstracted for easements. E l FAX (904) 396-9997 Standards for Land Surveying, 4. Basis of Bearings: N/A lk I' Chapter 61G17-6 F.A.C. As best determined from an inspection of Flood Insurancearlo e Rate It Louis J. Everett J P.L.S. SNo. 4099 : } LEGEND: Map: 120075 0001 D / CONCRETE MONUMENT Professional Land Surveyors dated 4-17-89 the lands house I, 0 T OVERHEAD TELEPHONE O f State of Florida surveyed lie in Zone X ". X CROSS—CUT IN CONCRETE o IRON PIPE OR ROD ii 4 I` X FENCE Not valid unless Surveyor's Official al is e I X— 0/E OVERHEAD ELECTRIC y embossed hereon. F lei ^ 'I; SCALE: : 1-0 —94 FIELD B00 610 PAG i"=20 DATE _ 10 DRAFTSMANLT.Sf ORDER # 94854 — B I ' xta t i ry PRODUCT. APPROVAL w ----- a f PDS INC. CL �� Sumo*% . enw .gy p a a , cn aLo .J k Category/Subcategory Manufacturer Product Description Limitation of Use State# z p C%1 x ,� I 00- Co ROOF PRODUCTS s Structural Metal Roof Structall B1dg.Sys. ESP roof panels FL1387.2 Inc. Half- Snap Wood/Metal Single OSB Composite f Structural Insulated Panel ` Ali Asphalt Shingles GAF Materials Architectural Shingles �a � g FL t r(` Corp. � ¢¢ a R ;tttt 1. Sts�uctural Metal Structall Bldg. Snap-N-Lock Metal FL1387.3 Roof Sys'.Inc Structural Composite Ys po �r Insulated Panel e a , r r � �`} f -� '� +'- • " it * r q r r x t h b/ I tipy, t (" i r. s t it Va it f£ r f � �5 010 $ 4 ,E HOMEOWNER SUNROOM ENCLOSURE AFFIDAVIT The purpose of this document is to make you aware of any limitations in the enclosure that is being permitted at Your. residence. The table below, Sunroom and Screen Enclosure Requirernents provides a brief description of the various sunroom category requirements. There may be restrictions on the use of your present home depending on the category E of sunroom you'are installing. The property owner'is hereby notified that should they make changes to the sunroom which could include; but not be limited to,addition of any form of temperature control system or removal of the door~a/windows separating the sunroom from the host structure,the room may become non-compliant with the E ,? uirements as mandated b the Florida Buildin Code the Florida Model Code and State statutes. reqOMER s ' € I have read late firm and ua&otud I am receiving a Category Smmom 0 ) J&dA 1 3 i2� S A i L Pic la E(, ?u 7 Z_ 3 Prinited Name Date: _/ 7i Z / CC� i Signed; Bdaae me this Z Z day of in the Cowrty of Duval,Smbe of Florida,has PasonaIly appeaed kik 2 1,r C' hcmdn byh�and affirms all and declarffiiaos herein ace tme and aaurate- LIC,STATS OF FLORIDA '�• PWUp B. Hughes 3 _ �� commty ,(� va CommissionDD834003 - q IjPt - [ f P �•I a4l��j.7.AlV Vl ill f01{V Ai YfY1 iV rM,Y�Q VNO u\� p .„.. Expires: OCT.26,2012 tIDZ�E ��SC 9wrl ' i Sunr:oom and Screen Enclosure Requirements - . Category 1 11 111 IV V No No No Yes Yes , i� Habitable Space. Foundation Walls<200plf Walls<200pif Walls<200pif can Walls<200pff Walls<200p1f can �. ' can have 8"W can have 8"W have 8"W x12"D can have have 8"Wx17D iI x12"D ftg or 3- x1 TD.ftg or 3- fig or 3-1/2"slab if 8"Wx12"D flg fig OR have site G 12"slab bi-ated concentrated loaM”slab if no no d 7501b OR specific engineering site engpgi ie ring coni load>7501b OR bad>7501b�OR have site specific engineering '#€ have site specific have site specific engineering +�� engineering engineering i` Existing.exterior y GFCI outlet Relocate or add additional outlet to exterior if enclosed Exit Lighting Not Required Required Required Required Required F IMerior Electric Not-Required Not Required Required Required Required `i Outs Emergency Egress from Egress and Exit Egress and Exit Egress and Egress and Exit Escape exist structure must meet code must meet code. F�dt must meet mutt meet code. Openings allowed:if open to code. t atmosphere here and . " ,f has screen door t_ leading away +' from residence. ° (4 s� ii k' Mise.Window Host structure ' Windows must windows maybe Host structure Host structure +f and Door windows/doors beremovable fixed or removable. windows& windows&doors a Requirements shall not be Host structure Host stricture doors shall not may be removed. removed. windowstdoors windows and be removed. Forced entry, err shall not be doors shall not be Forced entry, leakage and water removed. removed. Forced air leakage penetration entry, air leakage and water requirements - !i and water penetration apply. penetration n�uirements yI4 � requirements apply- Wind PPly- p14 +, ��BOrne Required, can be on host structure, rt built under existing a Debris Opening Not:Required Not Required roof j k� Protection Energy Sheets Not Required Not Required Not Required Required Required INSPECTION GUIDE I°OR SCREEN AND VINYL ROOMS LEGEND f {( 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. cp / d&it Paddress a. Permit carares . . . . . . . . . . . — O ¢ ( ("Bennett").Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these ! 1p b.Approved drawings circ addendums as required. m c. Plot plan or survey . . . . . - . . — materials. J M d.Notice of commencement — u u 1. Contractor represents and warrants the Contractor. 2. Check the approved site specific drawings or shop drawings against the"AS Q ■ ¢ o 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; BUILT"structure for: Yes No LL ( {E 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; o 4f' _ b. Beam sizes,span,spacing&stitching screws('rf required). 1,3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such W O o 1 E } c.Purlin sizes,span&spEcing. o m d. Upright sizes,height,spacing&stitching screws(if required). . . . . . . . . . — agreement O (ne a z0 e. Chair rail sizes,length t:spacing — 1.4. Will not alter,amend,or obscure an notice on the ASDM; , aj f. Knee braces are properly installed(if required) . . . . . . . . . . . . . . . . — Id Z � g. Roof panel sizes,length&thickness. 1.5. Will only use the ASin accord with the provisions of Florida Status section 489.113(9xb)and the notes limiting the appropriate use J Z N at16 3. Check load bearing uprights/walls to deck for. Yes No of the plans and the calculations in the ASDM; LL 7 N V4 I i' a. Angle bracket size&thickness . . . . . . . . . . . . . . . . . . . _ r m 9 i 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 I 1 b,Correct number,size&spacing of fasteners to upright . . . . . . . . . . . . . . — e ( p c. Correct number,size&spacing of fasteners of angle to deck and sole plate . than a local building department as part of any Contractor's own work)would constitute infringement of Bennett Engineering Group's N oo m Y ria w d.Upright is anchored to deck through brick pavers then anchors shall go through copyright,ri hY,and -' t il€ pavers into concrete. . . . . . . . . . . . . . . . . . . . . . . . . . . 0 ( 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. O a. Receiver bracket,angle or receiving channel size&thickness. . — — 9 n9 � 2. DISCLAIMER OF WARRANTIES.Contractor acknowledges and agrees that the ASDM is provided"as is"and'as available." Bennett hereby b.Number,size&spacing of anchors of beam to receiver or receiver to host structure — — y l s expressly disclaims all warranties of merchantability,fitness for a particular purpose,and non-infringement.In particular,Bennett its officers, _j c.Header attachment to host structure or beam . . . . . . . . . . . . . . . . . — — Z 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 Contractors requirements(b) 0 Q a. If angle brackets are used for framing connections,check number,size&thickness Z (n y that the ASDM is free from error. f- a of fasteners. . — Q � W k i) 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 Contractors use of 2 Q C ) I, W w 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 id b Contractor Z LLJZ Z a. Receiver bracket,angle or receiving channel size&thickness . . . . . . . . . . _ f 9y z 0 U O w $ 1� b.Size,number&spacing of anchors of beam to receiver . . . . . . . . . . . . . — or the ASDM.In no event will Bennett be liable for any consequential,exemplary,incidental,indirect,or special damages,arising from or in any way J W N m s I}ii c. Header attachment to host stricture or beam . . . . . . . . . . . . . — related to,Contractor's use of the ASDM,even if Bennett has been advised of the possibility of such damages. M W P CO Z J Z_ i W d.Roof panel attachment to receiver or beam Q U r 4. INDEMNIFICATION.Contractor agrees to indemnify,defend,and hold Bennett harmless,from and against any action brought against Bennett, a W [n Z j Notes: (n J H W 1 i t rl 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, 0 W od 0 Z of [[(I, or liability,including reasonable attomeys'tees,to the the extent that such action is based upon,or in arty way related to,Contractors use of the o of U m g t41; ASDM. _jF- Z O J WO U Z m U d U)CONTRACTOR NAME: 4 ��/�j Y1'(,� p � Q U O €1, IInnd� ©� ©�w�/. Z W CONTRACTOR LICENSE NUMBER: Ct►. ( © W h a 1. cl w � W Z CO CD w Z1-1COURSE#0002299 ATTENDANCE DATE: to Z V N N W (� 0 t E CONTRACTOR SIGNATURE: OW Q > F o � (r 7 SUPPLIER: _ W r`( U) r; If BUILDING DEPARTMENT o w M z CONTRACTOR INFORMATION AND COURSE#0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) ¢ W W g_ O Z u grj � N W Oa; x E W IL W Lu t '}ri m -jO 12-01-2009 C v � W a D (D zi u) U ED i PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF co a a0 c p V; HIGHWAY SAFETY&MOTOR VEHICLES DIVISION OF MOTOR LU -5 _ a VEHICLES RULE 15C-2,THE SPAN TABLES,CONNECTION U j n #b Ly ("r DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE C p co c w DESIGNED TO BE MARRIED TO CONVENTIONALLY cr Co I t CONSTRUCTED HOMES AND/OR MANUFAC-I!_FEED HOMES AND O MOBILE HOMES CONSTRUCTED AFTER 1-AM. F- F i j Z 01 ( f ll THE DESIGNS AND SPANS SHOWN ON THEA DRAWIA(GS ASE / a £ ' BASED ON THE LOAD REQUIREMENTS FOFFTHE 2009'FLORIDA r �' i i'L L BUILDING CODE WITH 2009 SUPPLEMENTS ljt pps'. -'0 � SEA w SHEET Z JOB NAME: ADDRESS: a , m [ . ATL ai,.}`7'►L_4K OL Fri 1 Z n to E; DRAWING FOR ONE PERMIT ONLY 2009 OF L OO � v i' GENERAL NOTES AND SPECIFICATIONS op r FT DESIGN CHECK LIST FOR SCREEN/VINYL ROOMS Table 3A-A Conversion Factors T; # 1. Certain of the following sWctures are designed to be married to Site Built Block,wood frame or DCA approved for Screen&Vinyl Rooms ' }, 1. Design Statement Modular structures of adequate structural capacity.The contractor/home owner shah verify that the host From 120 MPH Wind Zone to Others,Exposure"B" 0 These plans have been designed in accordance with the Aluminum Structures Design Manual by structure is in good condition and of sufficient strength to hold the proposed addition. Roof waits k�o ( Lawrence E.Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Sup este,Cha ter 20,ASM35 and The 2005 Aluminum Design Manual Part I-A&II-A;Exposure 2. If the home owner I contractor has a question about the host sWcture,the owner(at his expense)shall hire an w nd zona Applied load Defleeflon Bending Applied Load DeFlection Banding J P ri Ez B' w'C'_or D'_;Importance Factor 0.8'7 for 100 MPH and 0.77 for 110 MPH and higher,120 architect,engineer,or a certified home inspection company to verify host sWcture capacity. MPH a/s d b a/s b LL ,� Ti MPH o< MPH folr3 second wind gust velocity load;Basic Wind Pressure �7;Design Pressures 3. The structures designed using this section shall be limited to a max mum projection of 16,using a 4'existing too to.o tOs va t2o too tt2 i - -ii: slab and 20'-0"with a type II footing,from the host structure Ito tt.o 1.06 tog i3.o toy to7 m - jijj - for Screen I Vin Rooms can be found on pa 3A 120 13.0 t.00 t.00 t5.o 1.0o too (p 0.R a."B"exposure ' PSF for Roofs& PSF for WaIIS 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts.Larger than 123 13.3 0.99 0.99 15.9 0.98 0.97 > O � b 'C"exposure=_PSF for Roofs&_FSF for Walls these limits shall have site specific engineering. 130 15.0 0.95 0.93 16.0 Osa o.9t W O c.'D"exposure=_PSF for Roofs&_PSF for Walls 5. The proposed structure must be at least the length or width of the proposed sWcture whichever is smaller,away too-tae 17.0 oat 0.07 zto acs o.bs o. Q°r t l;t poS from any other structure to be considered free standing 150 20.0 0.87 0.81 24.0 0.85-T-0-79--1 z p Negative I.P.C.0.18 6. The following rules apply to attachments involving in and manufactured homes: _ Q For"C'or"D"exposure design loads,multiply'E.exposure loads by factors in labia 3A-C on page 3iii. a. Structures to be placed adjacent to a mobile/manufactured home shall use"fourth wall construction".This 0 Y z 2. Host SWcture Adequacy Statement Table 3A-B Conversion Factors _ applies to utiliy sheds,carports,and/or other structures to be attached. M J ¢ N ( I have inspected and verify that the host structure is in repair and attachments made to the with on the roof flashing of the two for Over Hangs as 7 j 9� b. "Fourth wait construction'means the addition shall be self supporting y 9e, ill structure will be solid. units being attached.Fourth wall construction is considered an attached sWcture.The most common"fourth From exposure"s•to exposure"c" (� ■ m wall construction'is a post&beam frame adjacent to the mobile/manufactured horse.The Wind Zone Applied toad Deflection,Banding M _ Phone:CiO�-�b�`I.�I MPH ars b 1/, Contract Aut oriz ep'Name(please pint) same span tables can t1e used as for the front wall beam.For fourth wall Ream use the carrier beam table. too 47.8 1.01 1,02 tO 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 tto 47.t 1.01 t.[ € l; 1,.1 0.044"knee brace at each end of the beam. _ a ! n R re _ Date:�-�•L Q-- 120 48.3 1.00 0.00 O C. If the mobile I manufactured home manufacturer certifies in writing that the mobile home may be attached to, 123 50.8 0.97 0.97 J a r ! : t �� ,� then a"fourth wall"is NOT required. 130 55.7 0.95 0.92 f1 .� ( " 1 5. Section 7 contains span tables and the attachment details for pans and composite panels. too-1 75.7 o.s0 o.ee i Job erne&Address 6. Screen walls between existing walls,floors,and ceilings are considered infills and shall be allowed and heights t40.z 75.7 0.90 0.07 Q F- Z shall be selected from the same tables as for other screen walls. 150 75.4 0.87 0.80 0 W i; i Note: Projection of room from host structure shall not exceed 16'. 7. When using TEK screws in lieu of S.M.S.,longer screws must be used to compensated for drill head. Z M J H 3. Building Permit Application Package contains the following: Yes No 8. For high velocity hurricane zones the minimum live load/applied load shall be 30 PSF. 2 O U W C, A. Project name&address on pians 9. All specified anchors are based on an enclosed building with a 16'projection and a 2'over hang for up to a wind Conversion Table 3A C W z I j velocity of 120 MPH. LLJ t Load Conversion Factors Based on Mean Roof Height from Exposure"B"to"C"&"D" Z O _ O c w B. Site plan or survey with enclosure location 10. Spans may be interpolated between values but not extrapolated outside values. - U U 0 w + i C. Contractor's/Designer's name,address,phone number,&signature on plans 11. Definitions,standards and specifications can be viewed online at www.lebpe.com Exposure B"to" Exposure B to - Z Z N W {< D. Site exposure form completed 12. When notes refer to screen rooms,they shall apply to acrylic/vinyl rooms also. Mean Roof Load Span Multiplier toad Span Multiplier LU Z U Z r Z LLI €, E. Proposed project layout draw ng c@ 1/8"or 1110"scale w th the follow ng: 13. All gutter systems in which the back of the gutter is at or above the pan rib a above the top surface of a Height• convene on conversion p 1. Plan view with host structure area of attachment,enclosure length,and . composite panel roof shall have a minimum 2"diameter hole in all gutter end caps or alternate water relief ports Factor Bending Osfledion Factor Bending Deflect on 0 > J Z g projection from host structure X in the gutter. 1.29 0.98 0.92 1.47 0.03 0.87 LLI otS Z 14. Ail aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. ts'•20 tzs o.88 Os2 t5a Det o.a7 U ` im W LL g 2. Front and side elevation views with all dimensions&heights . 20'-2S 1.34 0.86 0.91 1.60 0.79 0.86 0 LU uj 3. Beam span,sparing,&size. 15. All aluminum shall be ordered as to alloy and hardness after heat treatrttent and paint is applied.Example: 25•-30' 1.40 0.85 0.99 tss o.70 0.85 F=- O f I (Select beam size from appropriate 3A 1 series tables) 6063-T6 after heat treatment and paint process 30'-40' 1.37 O.as oso t61 o.7s os5 U QCL O 16. Framing systems and room additions using this section of the manual compy wl requirements of the AAMA/ I IX 4. Upright height,sparing,&size. NPEA/NSA 2100-2 for catagory I,I I,&III sunrooms,non-habitable and unconditioned. •Use larger mean roof height of host structure or enc osure = U = it N (';P (Select uprights from appropriate 3A2>enes tables) 17. Post members set in concrete as shown on the following details shall not require knee braces. Values are from ASCE 7-os Q U � *; (Check Table 3A.3 for minimum upright size) ^ 18. Aluminum metals that will come in contact with ferrous metal surfacx3s or con ate products or pressure LU P.-� 0) Q. r �l 5. Chair rail or girts size,length,&spacing. . . . . . . . . . . . . . . treated wood shall be coated w/two coats of aluminum metal-and-masonry int or a coat of heavy-boded (Select chair rails from appropriate 3A.:2 series tables) 9 = L!J ~ bituminous paint,or the wood or other absorbing material shall be painted witli two coats of aluminum house - aunt and the sealed with a good quality caulking compound.The Protect Net materials shall be as listed in SITE EXPOSURE EVALUATION FORM Z_ V w tV N s _ 6. Knee braces length,loption,8 size. P t j (Check Table 3A3 for knee brace size) section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corotxwnd Cold Galvanizing Primer arxi r_ __ __ __.__.__.__.__. � w 4. Highlight details from Aluminum Structures Design Manual: Yes N9 Finisher. stainless steel 304 i 1 A. Beam&purlin tables w/sizes,thickness,spacing,&spans/lengths.Indicate . - 19 3116aCerami ocoated double zinc arts acoated orll be �powder coated steel fastenersosion resistant such as non aOnly fasteners that a eras o J Z_ F - minum QUADRANT 1 Q F t ifrl Section 3A tables used: warranted as corrosion resistant shall be used;Unprotected steel fasteners shall not be used. li Beam allowable span conversions from 120 MPH wind zone,"B"Exposure to 20. Any structure within 1500 feet of a salt water area;(bay or ocean)shall have fasteners made of non magnetic i EXPOSUREF MPH wind zone and/or"C"or"D"[Exposure for load width_: stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the I I Q F- t}gi Look up span on 120 MPH table and apply the following formula Aluminum Associaton and should not be used. "u� ~ t r C REQUIRED SPAN NEEDED IN TABLE 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended 700• - SPAN REQUIRED fasteners.This is not limited to base anchoring systems but includes all cotnection types. QUADRANT IV .T U Z co Z El gg, 22. Screen,Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%,pursuant to FBC rlj (bord):= tar 1202.1.Vinyl windows are are not considered solid as panels should be removed in a high wind event For IXPOSURE ( fro afro I O LLL W O (see this RE MULTIPLIER rooms where the glazed and composite panel/solid wall area exceeds 40%,glass room engineering shall be ( QUADRANT II z ? ac w used. 40 ' g d W 18;1 W O t B. Upright tables w/sizes,thickness,spacing,&heights . . . . . . . . . . . I ear EXPOSURE a J O aL z (Tables 3A.2.1,3A.2.2,or 3A2.3) -' - W 0 a m Upright or wan member allowable height/span conversions from 120 MPH GENERAL NOTES AND SPECIFICATIONS FOR SECTION 3A TABLES wind zone,'B'Exposure to_MPH wind zone and/or'C'Exposure for load u- C t- a W f I O N jinn - � width 1. The structures designed for Section 3A are slid roofs with screen or vinyl walls and are considered to be enclosed QUADRANT r I'I Look up span on 120 MPH table and apfdy the following formula: structures designed to be marred to an existing stricture. 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 I 600 J¢ m m 1 :� SPAN Q 2009 Supplements.The loads assume a mean roof height of less than 30'1 roof slope of 0"to 20';1=0.87 for 100 EXPOSURE i m ro = # Lu MPH zone,I=0.77 for 110 MPH and higher zones.All loads are based on 20/20 screen or larger.All pressures O U > � ro W (b or d)_ shown in the below table are in PSF(#/SF).Negative internal pressure coefficient is 0.18 for enclosed structures. L_ __ __ __ __ _ .__.__.- r C O r' c m EXPOSURE MULTIPLIER 3. Anchors for composite panel roof systems were computed on a load width of 19 and 16'projection with a 7 O c° O } NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z m (see this page 3) overhang.Any greater load width shall be site specific. -_ w O E [ Yes N 4. All framing components are considered to be 6063-T6 alloy. SITE Z z C. Table 3A.3 with beam&upright combination H applicable . . USING THE FOLLOWING CRITERIA,EVALUATE EACH QUADRANT AND MARKIT AS'B','C',OF;D' 0 E D.Connection details to be used such as: EXPOSURE. 'C'OR'D'EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT f�CPO$URE. z c ' Section 3A Design Loads � r ht for Screen,Acrylic&Vinyl Rooms EXPOSURE C: Open terrain wih scattered obstructions,including surface undulaltions or other _ 1. Beam to upright 2. . . . • . . . . . . . . . . . . . . . . . . - Exposure"B" irregularities,having heights generally less than 30 feet extending more Phan 1,500_f et o 3. Beam to wall. Basic screen R Over bang from the building site in any quadrant Wind aY Rooms All RoofseJ Beam t0 beam. Pressum Roof walls 1. Any building located within Exposure B-type terrain where the building is within 1(10J1eL1 - or. K 4. horizontally in any direction of open areas of Exposure C-type terrain that extends Chair rail, dins,&knee braces to beams&uprights . . . . . . . . . . . too MPH 13.0 10.0 12.o as.a 0 r 1' g Extruded gutter connection. azt than 600 feet and width greater than 150 ft. ,� O � 3 12o MPH 17.0 t3 0 15.00 o e 2. No svill hortb changes in'b',2 years before site evaluation and buildout within 3 y SEALW U-Gip,angles and/or sole plate to deck. . . . . . . . . . . . 123 M E. 130 MPH 20.0 15.0 18.0 56.6 SHEET Foundation detail &size. 3. Flat,open country,grasslands,ponds and ocean or shorelines in any quadrant for z ) tYPe • . 140-1 MPH 23.0 17.0 21.1 65.7 •i9ffj' •Must have attended Engineers Continuing Education Class within the past two years. Y40-2 MPH 23.0 17.0 2tt s5] than 1,500 feet. w r, ••Appropriate multiplier from page 1. 150 MPH 27.0 20.0 24.0 75.4 Note: 4. Open terrain for more than 1,500 feet in any quadrant rn # r. O Framing systems of ween,vinyl and glass rooms are considered to be main frame resistance components.To comrert the SITE IS EXPOSURE: EVALUATED BY: P 1(�tP 5(��/v�t r�'^ DATE: Z I 07- r i, above loads from Exposure"B'to Exposures"C"or"D"see Table 3MC next page. W (CENSE#: f� U 10� 12 m SIGNATURE: G-t2- 12-Ot-2009 OF � ir ` 3 4�3.t gt' I V SS J m EDGE&EA�M(SEE TABLES � � � � r LLLL i t+s INTERIOR BEAM (SEE TABLES 3A1.3) 'LW FOR ¢ HOST STRUC EOR MAX FOURTH WALL F E UPRIGHT p t _ H• HEIGHT(h) W g ! ,. PANS OR PANELS ¢ " _ MIN.3-1/2"SLAB O GRADE 3 Z VARIES OR RAISED FOOTIN x z ALUMINUM ROOF SYSTE 0 f k H ' (FOR FOOTINGS SEE AILS J z PER SECTION 7 TYPICAL SCREEN,ACRYLIC OR VINYL ROOM PAGE 7) m t O W/SOLID ROOF TYP.FRONT VIEW FRAMING CARRIER BEAM POST Nt' t � '(HEIGHT OF UPRIGHT IS MEASURED FROM M m m ( i TOP OF 1"x 2"PLATE TO BOTTOM OF WALL BEAM) Y� v� '� M m I 'LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION � 5 3 r iI( (SEE SECTION 7 FOR DETAIL ) /�`S JP Pl2 P/T @FASCIA ALLOWED s r r t! SIZE BEAM AND UPRIGHTS v t (SEE TABLES) w Q ' TY OPED SOLID ROOF ENCLO Z r itl 4 O.H. ? Z P a r SOLID ROOF // X Q w 0 f� ALUMINUM ROOF SYSTEM w 2 O z ( t, FOURTH WALHOST STRUCTURE FRRAME NO MAXIMUM N 0 w z PER SECTION 7 ( ) p=PROJECTION FROM BL C7 O O m ELEVATION SLAB OR GRADE USE BEAM TO WALL DETA R VARIES LW=LOAD WIDTH I J Ur N uj w S € VARIES RIDGE BEAM w Z Q Z w (SEE TABLES 3A.1.4) ' uj U NOTES: 'P'VARIES r 1. ANCHOR 1'x 2"OPEN BACK EXTRUSION W/1/4"x 2-1/4"CONCRETE FASTENER MAX.OF 2-0"O W g i AND W/IN 6"EACH SIDE OF UPRIGHT ANCHOR 1"x 2"TO WOOD WALL W/#10 x 2-112"S.M.S. U M m LL c I# WASHERS OR#10 x 2-112"WASHER HEADED SCREW 2 0"O.C.. ANCHOR BEAM AND COW t , H U O W Oz- INTERNALLY OR WI CLIPS AND(2)#8 SCREWS W/WASHERS @EACH POINT OF j CONNECTION. �' d ( 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/ R P/2+O.H. Q V O t 3 a o 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 F 4. ANCHORS BASED ON 123 MPH WIND VELOCITY.FOR HIGHER WIND ZONES US HE FOLLOWING W ti ( z CONVERSION: W 0 100-123 130 140 150 _Z N clj U K ` #8 #10 412 #12 Z Lu TYPICAL SCREEN RO < _ TYPICAL(TABLE SOLID ROOF ENCLOSURE Q ~ SCALE:118"=1'- ~ SCALE: N.T.S. Ui 0 t cm Lij LL' w i I( W m J E.. -+O Z w v m 1— f a m C O a v w Y }1" LL c n 0 cc w y � mL m m>; O I § m z w M O U m w t t7, N U t O M m . ( I w z V co Itl g pp` 1 O r I ' 1 SEAL W .. o SHEET z v w Z ¢ �2 co w t ; e , �' 12-01-2003 OF 7 p fyft Nps it 1"x 2"TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL 2"x 2'OR T x 3"POST COMPOSITE ROOF PANELS: u) #} WITH MAX.3.5'LOAD WIDTH SHALL TO CONCRETE W/FASTENER Ott #8 x 9/16'TEK SCREWS BOTH (4)1/4'x 4"LAG BOLTS W/ ® � i RISER PANELS ATTACHED PER x HAVE A MAXIMUM UPRIGHT (PER TABLE)WITHIN 6"OF SIDES 1-1/4'FENDER WASHERS PER PAN ROOF,COMPOSITE CHAPTER 7 (' SPACING AS FOLLOWS EACH SIDE OF EACH POST @ 4'-0"PANEL ACROSS THE J m PANEL OR HOST STRUCTURAL 24"O.C.MAX. t"x 2-1l8"x 1'U CHANNEL OR FRONT AND 24"O.C.ALONG LL LL ( € FRAMING WIND ZONE MAX.UPRIGHT RECEIVING CHANNEL SPACING SIDES V 8 (4)#8 x 1/2"S.M.S.EACH SIDE 100 T-0" F m $ i f OF POST110 6'-T MIN.3-1/T SLAB 2500 PSI 0 1' 120 6'-3" CONC.6 x 6-10 x 10 W.W.M. r' t 1 x 2 TOP RAIL FOR SIDE �• CONCRETE ANCHOR Y Gl O $ + 123 6'-1" OR FIBER MESH v 1 E {� WALLS ONLY OR MIN.FRONT a (PER TABLE) D 130 S-8" R WALL 2 x 2 ATTACHED TO 1-1/8"MIN.IN CONCRETE HEADER ATTACHED TO POST O s r z [: 140 1&2 5'-1" VAPOR BARRIER UNDER T x T OR T x 3"HOLLOW 3 Z C I e, € POST W/1"x 1"x T ANGLE WI MIN.(3)#10 x 1-112*S.M.S. Y z P• 150 4'-11" CONCRETE Z hi 1 I'{ CLIPS EACH SIDE OF POST IN SCREW BOSSES J ¢ N 1 LL m m ' ALTERNATE POST TO BASE CONNECTION-DETAIL 1 r m g � INTERNAL OR EXTERNAL m SCALE:2"=1'-0' tU) r t 'L'CLIP OR'U'CHANNEL CHAIR C6 �i RAIL ATTACHED TO POST W/ MIN.(4)#10 S.M.S. T 2* GIRT AND KICK PLATE x 2"x T,T x 3"OR 3"x T ` 1 HOLLOW RAIL HOLLOW(SEE SPAN TABLES) 1"x 2-1/8"x 1"U-CHANNEL OR €< GIRT OR CHAIR RAIL AND KICK 2"x 2"OR 2"x 3"POSTRECEIVING CHANNEL Q Z i PLATE 2"x 2"x 0.032*MIN. #8 x 9116"TEK SCREWS BOTH FOR SNAP EXTRUSIONS GIRT O ui HOLLOW RAIL ATTACHED TO POST WITH Z d t SIDES MIN.(3)#10 x 1/2"S.M.S.IN Q W 1 SCREW BOSSES 2 O o W z 1 ANCHOR 1 x 2 PLATE TO 1 x 2 OR 2 x 2 ATTACHED TO Z O O z CONCRETE WITH 1/4"x 2 1!2" w 1 z BOTTOM W/1"x 1"x 2"x 1/16' ANCHOR RECEIVING CHANNEL C7 (n U O m CONCRETE ANCHORS WITHIN 0.045"ANGLE CLIPS EACH TO CONCRETE W!FASTENER #8 x 9/16"TEK SCREWS BOTH (n –1 –) (� N ui �i POST A HSIDE MAX.OR OF EACH SIDE AND MIN.(4)#10 x 1/Y ( )WITHIN 6"OF SIDES W } Q w co S.M.S. PER TABLE 1'x 2"OPEN BACK BOTTOM Z z ' z 1 1 THROUGH ANGLE AT 24"O.C. EACH SIDE OF EACH POST @ l"x 2-1/8"x l"U-CHANNEL OR POST ATTACHED TO BOTTOM RAIL W w i ,� MAX 1"x 2"x 0.032"MIN.OPEN BACK 24"O.C.MAX. RECEIVING CHANNEL W/MIN.(3)#10 x 1-1/2" W °d Z t 1[ MIN.3-1/2"SLAB 2500 PSI EXTRUSION ( z�f CONIC.6 x 6-10 x 10 W.W.M. a • MIN.3-1/2"SLAB 2500 PSI S.M.S.IN SCREW BOSSES p' 0 M m W g CONIC.6 x 6-10 x 10 W.W.M. ® ® CONCRETE ANCHOR = –) 2 LLO OR FIBER MESH • . '. 1/4"x 2-114"MASONRY F' >- Z Q W Z o 1-1/8"MIN.IN CONCRETE OR FIBER MESH (PER TABLE a {j,. (ALTERNATE WOOD DECK:T ) - U J O e ANCHOR @ 6'FROM EACH d' k PTP USE WOOD FASTENERS VAPOR BARRIER UNDER VAPOR BARRIER UNDER 1-1/8"MIN.EMBEDMENT INTO U d rn 1 CONCRETE CONCRETE CONCRETE < '• POST AND 24'O.C.(MAX.) Q V O m W/1-1I4"MIN.EMBEDMENT) U) Z (n LLL w POST TO BASE,GIRT AND POST TO BEAM DETAIL ALTERNATE POST TO BASE CONNECTION-DETAIL 2 TYPICAL UPRIGHT DETAIL W o z sf 2"=1'0' SCALE:T=1'-0' SCALE:2"=1'-0" O N xI ALTERNATE CONNECTION: Z U N = m THROUGH SPLINE GROOVES (2)#10 x 1-1/2"S.M.S. ALTERNATE CON C ON —�--( J > i DETAIL x T ITH M/HEADER Q > D ( ti (3)#10 x 1-1/ S.M. .INTO EDGE BEAM p ( ,1' CR BOSS [ SIDE WALL HEADER (2)#10 x t'1/2*S .S.INTO 1"x 2"OPEN BACK AT ATTACHED TO 1"x T OPEN PURLIN OR CHAIR RAIL zto n ANGLE CLI S MAY BE O In S REW BOSS TO FRONT POST W/ BACK W/MIN.(2)#10x 1-1/T ATTACHED TO BEAM OR POST t�€ SUBSTITUT FOR INTERNAL a f3td ANCHOR 1" T PLATE TO SCREW SYS MS #10 x 1-1l2"S.M.S.MAX.6" S.M.S. W/INTERNAL OR EXTERNAL'12 m FROM EACH END OF POST CLIP OR'U'CHANNEL W/MIN. I S EW BOSSES ?N r z ,(€! AND 24"O.C. (4)#10 S.M.S. J � N m CONCRETE /1/4"x2-1/2 0 PP CONCRETE AN HORS WITHIN W cn O E 6"OF EACH IDE OF EACH MIN.(3)#10 x 1/2"S.M.S. t z tL 2 LL w POST AN 24"O.C.MAX. INTO SCREW SS 1 k W C7 x OJ MIN.3-112' LAB 2500 PSI I O d W LL _ I e— 1"x 2"EXTRU ON CONC.6 x 6-1 x 10 W.W.M. SIDE WALL GIRT ATTACHED TO f w Q O v z OR IBER MESH 1"x 2"OPEN BACK W/MIN.(3) f a a) (X o } 1-1/8"MIN.IN ONCRETE K a T w s t?"r 4 #10 x 1-112"S.M.S.IN SCREW PURLIN,GIRT,OR CHAIR RAIL O C '[ VAPOR BAR ER UNDER BOSSES I SNAP OR SELF MATING BEAM a j f m r a o ONCRETE ONLY o O ® m F� LTERNATE HOLLOW UPRIGHT TO BASE AND FRONT WALL GIRT ® W LLI _ L W I SNAP OR SELF MATING BEAM m U HOLLOW UPRIGHT TO BEAM DETAIL o m w 1 q SCALE: 2"=1'-0" ONLY C9 y o m D m O H HEADER BEAM PURLIN TO BEAM OR GIRT TO POST DETAIL w ANCHOR 1'x 2"CHANNEL TO ® 2"= _ Z ~ z FRONT AND SIDE BOTTOM SCALE:2"=1'-0" 1/4"x 20NCRETE WITH (4)#10 x 1/4 CONCRETE ®® OF POST1/2"S.M.S.EACH SIDE RAILS ATTACHED TO _W o CONCRETE W/1/4"x 2-1/4" _ K 3 ANCHORS WITHIN 6"OF EACH 1"x 2"OPEN BACK ATTACHED O H-BAR OR GUSSET PLATE CONCRETE/MASONRY MASONRY SIDE OF EACH POST AT 24" TO FRONT POST W! LL ANCHORS @ 6"FROM EACH 1 FOR WALLS LESS THAN 6'-8"FROM TOP OF PLATE TO CENTER OF BEAM CONNECTJON kFi O.C.MAX.OR THROUGH 2"x TOR 2"x 3"OR 2"S.M.B. FROM EACH ENDO PF OST O I+Ii• ; POST AND 24"O.C.MAX.AND BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND m I ANGLE AT 24'O.C.MAX POST O WALLS MIN.1"FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES AND 24"O.C. 1" r r MIN.(4)#10 x 1/2"S.M.S.@ /7 CONCRETE FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REM C7 MIN.3-1/2"SLAB 2500 PSI � EACH POST MIN. � O REMOVED THEN i HE i OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050"x 1-3(4"x 4"-STRAP w i' CONIC.6x6 10x10 W.W.M.OR Q SEAL z 1I FIBER MESH AND 4 #10x3/4"S.M.S.SCREWS TO POST GIRT - w ( S 1"x 2"EXTRUSION O SHEET L++ _z VAPOR BARRIER UNDER e . IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6"LONG AND CENTERED ON J It CONCRETE -1/8"MIN.IN CONCRETE �1 THE POST AND HAVE A TOTAL(12)#10 x3/4"S.M.S. w I t f ALTERNATE PATIO SECTION TO UPRIGHT AND w 4 PATIO SECTION TO BEAM DETAIL TYPICAL&ALTERNATE CORNER DETAIL U' z Lu SCALE: 2"=V-0" 2 O s SCALE: 2"=1'-0" m 12-01-2009 OF }} i tc �{ op Table 3A.1.3-120 Allowable Beam Spans for Miscellaneous Framing Beams for Screen,Acrylic or Vinyl Rooms Table 3A.2.1 Allowable Upright Heights,Chair Rail Spans or Header Spans Table 3AAA-120 Allowable Edge Beam Spans-Hollow Extrusions f } for Screen,Acrylic or Vin Rooms For 3 second wind gust at 120 MPH velocity;using design load of 13.0#/SF for Screen,Acrylic or Vinyl Rooms C ry yl Aluminum Alloy 6063 T-6 J d• f *� For 3 second wind gust at 120 MPH velocity;using deet 3.0#!SF(43.3#/SF for Max.Cantilever) Aluminum Alloy 6063 T-6 Aluminum Alio 6063 T$ Hollow and Tribute Load Width For 3 second wind gust at 110 MPH velocity;using design load of 13.0#/SF c m l x x 0.55 Single Self-Matln Beams Y-0" 3'-0' 4'-0" 5'-0" B'-0" T-0' 8'-0" 10'-0" 12"-0" 14'-0' 16'-0" 18'-0" Tri" Load Width'W'=Penin S cin mj � BI g At an'L'/bendin b"or deflection'd' Sections 3'•0" 3'$' 4'-0" 4'$' 5-0' S$" 6'-0' Load Max Span'L/bandin b"or deflection' all.3 an'L'/bendin 'b'or deflection' Nis Allowable Height'H'!bsrrdi 'b'or deflection'd' m I2" Width(it) 1&2 S 3 4 3 n Width 1&2 Span 3 Span 4 3 �' 2"x 4"x 0.050"Hollow 17-5'd 10'-10'd 9-10'd 9-Y d 5-T d 8'-Y d T-10"d T-3" d 6'$" b 6'-Y b 5-9" b 5'-5' b 2"x 2"x 0.044" Hollow T-6' b 5-11"b 6'-6" b 5-2• ti F-10^b S-T b 5'-4" b 5'-1" b 4'-11"b 4'-9" b a Cantilever Cantilever a tr 5 5'-i" d 6'-3' d 6'-4" d 0'-11' d 5 5'-4' d 6'-T d 1'-0" d Y x 5"x 0.062"Hollow 16'-0"d 14'-0"d 17-9"d 11'-10'd 11'-1'd 70'-T d 10'-1'd 5-5' d 8'-9' b 6'-1' D T-7" b T-2' b Y x 2"x 0.055" Hollow 8'-10'b 5-Y b T$' b T-Y b G-10'b &4r II 8'-3' b 5'-11'b 5'-9" b 5'-T b � d• "1 }!F'' 6 4'-9' d S-t0' d 5'-11' b a-11' d 6 5'-0" d 6"3' d 6'-4' d 9-11" d 2"x 4"x 0.046"x 0.100" 13'-11'd 17-2'd 11'-0"d 10'-3•d 9-8" d 9-0" b 8'-5" b T-T D 5-11'b B'-4' b 5-11'b 5'-T b S x 2"x 0.045" Hollow 8'-4" D T-6' b T-Y b 6'-9' b 5.5' b 6'-Y b 5-70'b 5'-B' b 5-5 b 5'-3' D 1 `6 4'-9' d 5 11" d '11" 6 0'-11' d 2"x S"x 0.050'x 0.100" 1T-3•d iS-0"d 13'-8"d 17-T d 11'-11'd 11'-1"b 17-4'b 9'-3' b 8'-5' b T-10'b T-4" b 6'-N"b 1 s; 7 4'-6' d S-T d S-B' b 0'-10' 0 3"x Y x 0.070" Hollow 1 T•1'b 10'-3'b 9'-T b 9'-t" b 8'-T D 8'-Y b T-10'b T-T b T-3' b T-0' b 01 O '-4" b 5-1' b 0'-10' d 8 4'-T d 5'$" d b 0'•10" d 2"x 5'x 0.050"x 0.120" 2Q'-2"d 1T-T d 15'-11"d 14'-8"b 73'-4"b 12'-4'b 11'-T b 10'-4"b 9-S 6 8'-9' b 5-Y b T-9" b Y x 3"x 0.045" Hotiow 10'•2'b 9-5" b 9-9" b 8'-3' b T-t0'b T-6" b T-2' b Er-11'b 6'-8" b 6'S' b Q Q 8 4'-4" d 5 0'-10' d 2"x T x 0.05s'x 0.120" 27.11'd 20'-1"d 1T-9'b 15-10'b 14'-8 b 13'-5'b 17.6"b 11'-3'b 10'-3"b 9-6" b 8'-10'b 8'4" b r x 4"x 0.050" Hollow 10'a b 9-1 P b 9-3' b 8'-9 b 8-3' tr Td 1'b T-T b T-3' b 6'-11'b 5-9" b Z,O j g 4'-2' d S-0' b 4'-t0' b 0'-70' d 4'-5" d 5-5 d b 2"x 8'x 0.072"x.0.224" 28'-5'd 24'-10"d 27-T d 20'-11"d 19'-V d 18'-g"d 1T-11'd 16'$"d 15'-3'b INA'b 13'-Y b 1T-5'b x 5 x 0 2 Hollow 13'- Y -•b T-11^tr 11- -b t b -1 - D -4" b' b' -9" _ 10 4'-0" d 4'-9" b 4'-7 b 0--g" d 10 4-3 d 5-Y b 5-0 b 0-10^ d ^ b 4'-9" b 0'-9" d 2'x g"x 0.072"x 0.224" 31'-2 d 2T-3"d 24'-9"d 27-11"d 21'-8'd 20'-T d 19'-T b 1T-6'b 15-11'b 14'-10'b 13'-10'b 13'-1'b 2 .070" Hollow 14'-10' 13'-8•b I-10"b 1 -1 b 11 b 1 •tt b 10' b 1 -1 b -4 Y Z �.. 3'-11 d 4-6 b 4-4 b 0'-9" d 11 4 1 d 411 • ._ 0._y. d 2"x 9'x O.OBY x 0.306" 37-4'd 28'-3"d 25'-6'd 23'-10'd 22'-5 d 21'-4'd 20'-4'd 18'-11"d 1T-10'd 16=11'd 15-2"d 153'b Y x 4"x 0.046" S.M.B. 15'-6'b 14'-4"b 13'•5'b 12'$'b 12"-12"b 11'-5'b t0'-11"b 10'-6'b 10'-2'b 9'-t0'b � J Z r 12 3'-9" d 4-4 b 4-Y b 0'-9 d 12 3-11 d 4-9" b 4 T b 2"x5"x0.050*.' S.M.B. 18'-6'b 1T-1'b 16'-0"b 15-1"b 1472 13'-8"b 13'-1'b 17-T b 17-1'b 11'-8'b pk , 3 x 2 x 0.045" 3 x x 0.07 2'x 10'x 0.092"x 0.369" 38'-11'd 33'-l1"d 39-10"d 25-8"d 28'-17"d 25'-T d 24'$'d 27-5'd 21'-5'd 20'-4'd 19'-5'd 18'-6'b N taiYx 6"x 0.050 S.M.B. 19'3'b 1T-10'b 16'$'b 15'-9'b i4'-ti'b 14'-3'b 13'-8'b 13'-i"b t2'-T b 17-2'b CO N (Ik, (ft-) Max spa n'L'/bandi b'or deflection' Load Max Span'L'I bandi b'or deflectlon'd Tribute Load Width Z"x 2"x 0044' Snap 9-Y b 8'-6' b T 11'b T$' b T-1' b 6'-9' b 6-6' b fi-3" b 5'-11'6 5'-9' b m m Width 1&2 Span 3 Spain 4 Span Max. Width co (it)1&2 Span 1t Span 4 Span Canb'lever Cantilever Double SeH-Mating Beams 2'-0" 3'-0" 4'-0" 5'-0" 5-0" T-0" 5-0" 10'-0' tY-0" 14'-0' 16'-0" 78'-0' 2"x 3 x 0:045" Snap10'-5"b 9-T b 8'-11'b 8'$" b 5-1' b P-8`b Tom' b T-1' b 5-10'Il 5-T b S 5'-8' d T-1' d T-Y d t'-1' d 5 6'-5' d T-11' d 8'-1' d 1'-3' d 2"x4"x0.045" Sri 11'•3'b t0'S b 9'-9" b 9'-Y D 8'-8' b 8'-3' b T-11'b T-T b T4' b T-P b 4 Allowable 1'/banding b'w deflection'd' 6 5'-4' d 5-8' d 5-9" d V-V d 6 6'-0^ d 7'-5' d T-T d t'-Y d y"x 8"x 0.072"x 0.224" 35'-10"d 31'-4'd 28'-5^d 26'-5"d 24'-10•d 23'-T d 2Z-T d 20'-11'd 19'-9"d 18'-g•d 1T-11'd 1T-3"d 3"x 3"x 0.045" Fluted 9'-1' b 8'-5" b T-10'b T-5' b T-0' b 6'-8' b 6'-5' b 6'-Y b 5-11'b 5.9' b t 3"x 3"x 0.060" Square 11'-Y b 10'-4'b 9-8" b 9'•1' b 8'-8" b 8'-3" b T-71"b T-T b T-4" b T-1" b U y 7 5'-1' d 5-4' d B'-4" b 0'-i t' d 7 5%V d 7'-1' d T-3" d 1'-1" d y-x 9"x 0.072"x 0.224" 39'd'd 34'd"d 31'-2 d 28'-it'd 2T3'd 25'-11"d 24'-9'd 27-11'd 21'-8"d 20'-7 d 19-T b 18'-5'b 3"x 3"x 0.093" Square 16'-0'b 14'-10'b 13'-i 1"b 13'-1"b 17-5"b 11'-10"b 11'-4'b 10'-11'b 10'-6'b 10'-2"b 4'-11" d 6'-0' tl S-i t' b d-11' 0 8 5'-6' d E'-9" d fi'-71" d 1'-1" d 2"x 9"x 0.082'x 0.306" 41'-10"d 36'-6"d 33'-Y d 30'-10'd 28'-11"d 2T-T d 25-4'd 24'-5'd 23'-0'd 21'-70'd 20'-11'd 20'-P d it 3'x 3"x 0.125" Square 19'-1"b 1T$'b 15-T b 15-T b 14'-10'b 14'-1"b 13'$'b 17-11'b 12-T.b 17-1'b g 9 4'$" d 5'-9" b 5'-T b 0'-11' d 9 5'-3' d E'$' d 6'-6" b 1'-0" d 2"x 10"x 0.092"x 0.369" 48'-11'd 4T-10'd 38'-11'd 35-1'd 33'-11'd 32'-3"d 30'-10'd 28'$"d 25-11"d 25'-T d 24'-8"d 23'•T d _ 4"x 4"x 0.125" S are 22'-11"b 21'-5'b 20'-2 b 19-2'b 15-3'b IT 6"b 16'"9'b i6'-Y b 15'$"b (n 10 4'-6' d 5'$" b 5'-3" b Y-10" d 10 5'-1' d 6'3" d 5-2 b 0'-ti" d Nom: J Z 4'-5' d S-Y b 5'-0' b 0'-70' d 11 4'-71" d f/-1' d S-i t" b 0'-11' d For 3 second wind gu 120 MP lociry;using design load of 15.0 iNSF 1.It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' Z 12 4'-3' d 4'-t i' b 4'-10' b 0'-t0" d 12 4'-9' d 5-10" b 5'-8" b 0'-11' d Tribute Load Width in Spavin = O - 2. Spans are based on 120 M.P.H.wind load plus dead load for framing. Sections 3"-0" 3'-6" '-0" 4'$" 5'-0" 6'-0" 6'$" T-0" 7'$" W 2 x 3"z .045 x 4 x 0.050 3.Span is measured from center of connection to fascia or wall connection. towable Hei ht'H'/ 'or deflection'cr _Z-� 0_ } Load Max 3 n'L'!bendin 'b'or deflection' Load Max Span 1"I bendin W or deflection'd 4.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total Q W FF x 2" Hollow 5-11'b 6'$' b 5-1" 5'9' b 5'-5' b 5-2' b 4'-t1'b 4'9' b 4'-7" b 4'-5' b O W Q LLl Width(ft.) 1&2 Span 3S 4 Span Ma't- Wim'(n')1&2 Span :t Span 4 Span Cantilever beam spans. - - Cantilever 5.Spans may be interpolated. x 2 x 0 0 ow 8'-2" b T-T b b 6'-8" b 54' b 6'-1" b 5'-10'6 5-T b 5'-4" b 5-Y b Q W Z 'err 5 T-1' d 5-9" d B'-9' b t'-4' d 5 9'-Y d 11'd' d tt'-Y b 1'-9" d 3"x 2 x 0 045" Hollow T-g" b T Y b 6'-8" b 6'-4" b 5'-11'b 5'$' b 5'$" b 5'-3" D 5'-1' b 4'-11'b Z m O W 8 T-8' d 8'3' d T-11' b 1'3' d B 8'-8' d 15-T b 10'-3" b i'-8' d 3"x2"x0.070" Hollow 10'-4"b 9-7" b. 8'tt"b �8S'. b 8'-0' b T$' b T-4' b T0' b 6'-9' b 6'-6' b (7 U O a0- . x til: 7 5.4' d T$" b T-5 b 1'-3" d 7 8'-Y d 1r-9" b 9.5" b 1'-T d Table 3A.1.4-120 Allowable Spans for Rid a Beams with Self Matin Beams 2'x 3"x 0.045" Hollow 9'-5" b 5-9' b 8'2 b T-9" b T-4' b 5-i i'b 5-8" b 6'-5" b 5-Y b 5'-11'b J W Ur N ul - Ridge g Y x 4"x 0.050" Hollow 9'-11'b 9-Y b 8'-7" b 8'-1' b T 8" b T-4" b T T b 6'-9' b 6'-6' b 5-3" b } r W 8 5-1' d T-2' b 5-11" b 1'-2' d B T-t0" a 9'-2' b fl'-10" b 1'-6" d for Screen,Acrylic or Vinyl Rooms 2"x 5' 17-10"b 11'-11"b 11'-1'b 10'$"b 9-11"b 9$' b 9-1" b 8'9' b 8'-5' b 8'-1' b Q Z W Z Z i [ For 3 second wind gust at 120 MPH velocity;using design load of 13.0#/SF Q W 9 5'-10" d 5-9" b 5$" b 1'-1" d 9 T$' d !I'-8' b 8'-4' b 1'-5" d .S9 10 5-T d 6'-5' b 6'-Y b 1'-i' d 10 T-3' d il'-Y b T-11' b 1'-5" d X 0.070" Hollo 13'-9"b 12'-9'b 11'11"b 11'3'b 10'-8'b 9'-9' b 9'-4' D 9'-0' b 8'-9' b J T-5' b 5'-11" b 1'-0' d 11 6'-11" b 11%2" b -il b 1'-4" d Tribute Load Width W=Punin SpacingY x 4"x 0.046" S.M.B. 14'S^b 13-4 b 12'-6'b 11'-10"b 11'-2 10'$" 10'-3'b 9'-10'b 9-5' b T-Y b LLJ .� _ - } 12 5'-3' b 5-10' b 5'-6' b t'-0' d 12 6'-8' b -6 b T-3' b 1'�' d Self Mating Sections 5'-0" 6'-0" T•0" B'-0" 9'-0" 10'-0" 11'-0" t2"-0" Y x 5"x 0.050" S 1 T-3"b 15'-11'b 14'-t t'S 14'-1'b 13'-4'b b 12'-2 b 11'$'b 113'b 10'-11"b U m W g Notes: 2"x 4"x 0.044 x 0.100" 11'-11' b 10'-11' b Aldo'abib 3 9'-5'pan L•/b bending8'11'b•b r db Sob 48'-0" b T-8' b 2"x 2"x 0.044" Snap 18'-6'1•b T-11'b T-5 b 6411•b 16'-7'1•b 6'-4 b 6'-0' b 5'-9* b 5'-7•b 5''S b J = Q W O 1.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam Y x 3"x 0.045' Snap 9'-8' b 8'-11'b B'-5' b T-11"b T$" D T-2' D 6'-10'b 6'-T b 6'-4" b B'-1' b (� d Q J ZO connection to the above spans for total beam spans. 2'x 5"x 0.050"x 0.100" 14'$' b 13'-4' b 17-0' b 11'-T b 10'-11" b 10'x' b 9'-10' b 9-5' b f : 2.Spans maybe interpolated. 2"x 6"x 0.050"x 0.120" t6'-0" b 14'-11" b 13'-10" b 17-11' b 12'-2" b 11'-T b tt'-Q" b 10'-T b Y x 4"x 0.045" Snap10'-5"b 9-8" b 9-P b 8'-6" b 8'-1" b T-9' D T-5" b T-1" b 6'•10'b 6'-T b Q N .y 2"x 7"x 0.055"x 0.120" tT-9' b 16'-2 b 14'-11' b 14'-0' b 13'-3' b 17-6' D 11'-11 b t 1'-5" b 3"x 3"x 0.045" Fluted 8'-5" b T-10"b 7'�" b 6'11'b 6'-6' b 6'-3' b 5'-11'b 5-9' b 5'-6' b 5'-4' b U d N t f 2'x 8'x 0.072"z 0.224" 25-5" b 24'-1' b 27-4' b 20'-10' b 19-8" b 18'-8' D 1T-9" b 1T-0' b 3"x 3"x 0.060" Square 10'-5"b 9-7 b 8'-11'b 8'-6" b 8'-0' b T-8' b T-4" b T-1' b B'-10'b 5-T b Q N � Q f€ 3'x 3"x 0.093" Square 14'-11'b 13'-10"b 11-11-b 17-2'b t i'-7'b 11'-0'b 10'-T b t0'-2 b 9-9' b 9-5" b (n Z r lJ_ W x 9"x 0.072-x 0.224" 2T-8" b 25'-3' b 23'-5" b 21'-1 t" b 20'-8' b I N b 18'-8" b iT-10' b d YYY Table 3A.1.2-120 Allowable Edge Beam Spans-Snap Sections 2"x 9"x D.082"x 0.310" 31'-t i" d 29'$• b 2T-4" b 25'-7" b 24'-1" b 27-10^ D 21'-10 b 20'-10" b 3"x 3"x 0.125" S uare 1T-9'b 16'$'b 15'-5"b 14'-6'b 13'-9'b 13'-2 b 12'-T b 17-1'b 11'$'b 11'-3' b W Q O Z ' for Screen,Acrylic or Vinyl Rooms 2"x 10'x 0.092"x 0.369" 35-5" d 35'-10" b 33'-2 b 31'-1" b 29-3" b 2T-9" b 26'-6 b 25'-4' b 4"x 4'x 0.125" Square 23'-0"b 21'-4'b 19'-11"b 18'-9'b 1 T-10'b 16'-1 t'b 16'-3'b 15'-8"b 15'-1'b 14'-T b Q W C"1 O 00 w # k , For'3 second wind gust at 120 MPH velocity;using design load of 13.0#/SF(48.3#!SF for Max.Cantilever) Notes: Notes: Z U Z N N > ,: Aluminum AI 6063 T$ 1.Tables assume exWsion oriented with longer extrusion dimension parallel to applied load. 1.Above spans do not include length ol knee brace.Add horizontal distance from upright to center of brace to beam connection to the � O 3 2 x x0.044 Snap Extrusion 2 x 3 x 0.045 ria Extrusion 2.Spans may be interpolated. above spans for total beam spans. - 2.Spans may be interpolated. Q Z -Load Max Span'L'/bendin 'b'or deflection'd Load Max Span V/(ben Ing'b'or deflection J Q W ~ }f : Widfh(ft) Width(R) t&2 Spa 3 Span 4 Span Max j 1 8 2 Span 3 Span 4 Span Cantilever t Cantilever lir'. 3 5'$' d T-0' d T-Y b 1'-1' d 5 T-8' d 9-6' d 9-4' b P-5 d O _ B 5'�' d 5-T d 8'-6" b V-W d 6 T-2" d 8'10" b 8'-T b t'-5" d 5'-1' d 6'-3" b 5-1' b 0'-11' d 7 6'-10" d 8'-2' b 7-11' b 1'-4" d 4'-10" d 5-10" b 5$" b 0'-11' d 8 6'-T d T-8" b T-5" b 1'-3' d CO 9 4'$" d S$' b 5-4" b 0'-11' d 9 6'-4' d T-3' b 5-11" b 1'-2" d CO r r C7 ti r ^ d 5'-3' b 5'-t" b a-to• d 10 6'-1' d 510' b 6'$' b i'-Y d Z ¢ gg 1 4'$ � 2 d - $" D 6'-4" b 1.-2^ d J N K € 0 11 4'-4" d 4'-11' b 4'-10" b 0'-10' d 11 5'-10" b 6 `l,.. ;. x14 x .045 Sna d aloe b 4'-T b 0'-70' d 12 S-T b 6'-3" b 6'•1' b 1'-1' d W Ll LL O { Load Max Span t'/bendm 'b'or deflection Z 2 ac W W U rn m O Width(it) Max A 1&2 Span 3 Span 4 Span Cantilever d W u_ r Itx v 5 9'$" d 1t'-3" b 10'-11'b 1'-10' d O Z $ r 6 9-1" d 10'-3' D 9-11' b 1'-9' d C a w 1 t t 7 5$' b 9$' b 9-Y b 1'48' d OW C U n U 8 T-11' b 511" b 8'-T b 1'-T d £ �l{ 9 T-6' b Er 8'-5' b 8'-1" b 1'-6' d m h c 10 T-Y b T-il" b T-8" 6 1'-6' d O Co 11 6'-10' b T-T b Td" b 1'-5 d � W m W T-0" b 1'-5" d Notes: C U "1 C m t 1 t.Above spans do not include length of knee brace.Add horizontal distance from upright hr center of brace to beam Z -, n O - t { connection to the above' j^} - 2.Spans maybe mterpol spans for total beam spare- s^ m `L ~ Z f O 0 tu t i? tAL Z-d, a W O SHEET W U Z }� Z W } w 8-120 1 W A )ti�ii(rf � Z i 1 6i lu m 12 r 12-01-2009 OF O k U a k F i CONCRETE CAP BLOCK OR 1/a•x s"RAWL TAPPER ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES!BUILDINGS OVER 400 SQUARE FEET ONLY y THROUGH 1"x 2"AND ROW WALL BLOCK KNEE WALL MAY BE ,III BLOCK(OPTIONAL) ( ( ANCHOR ALUMINUM FRAME LOCK INTO FIRST COURSE OF ROW LOCK ADDED TO FOOTING(PER 2500 P.S.I.CONCRETE __7 TO WALL OR SLAB WITH 1)#40 BAR CONTINUOUS BRICKS SPECIFICATIONS PROVIDED J pJ €' 1/4"x 2-1/4"MASONRY BRICK KNEEWALL TYPE S WITH APPROPRIATE KNEE 6 x 6-10 x 10 WELDED WIRE u '�— O ALTERNATE CONNECTION OF MORTAR REQUIRED FOR MESH(SEE NOTES ANCHOR WITHIN 6"OF POST 1 #40 BAR AT CORNERS AND WALL DETAIL) O S /ri. . AND 24"O.C.MAXIMUM 10'-0'O.C.FILL CELLS AND LOAD BEARING BRICK WALL CONCERNING FIBER MESH) F 4 I KNOCKOUT BLOCK TOP BRICK OR OTHER NOW SCREENED ENCLOSURE FOR ALUMINUM UPRIGHT ` MONOLITHIC "' STRUCTURAL KNEE WALL 4"(NOMINAL)PATIO CONNECTION DETAIL C #50 BARS CONT.W/3" r J 6 i RIBBON OR MONOL COURSE WITH 2,500 PSI PFJ1 1 1: ROCK CONC.DECK CONCRETE SLAB(SEE NOTES (SEE PAGE 2) COVER LAP 257 MIN. (' (p p do FOOTING(IF MONOLITHIC -- 1"WIDE x 0.063'THICK STRAP M {J o ' SLAB IS USED SEE NOTES OF m @ EACH POST FROM POST TO CONCERNING FIBER MESH) APPROPRIATE DETAILS) '�I�- _——— —_ Sd MIN. e ° ..\ 3 1N. G Y z m 6 x 6-lox 10 WELDED WIRE S M.S.STRAP TO POST AND A z 12'* FOOTING W/(2)#10x3/4" MIN. ¢ MESH SEE NOTES 16"MIN. / \ \ z rt{! CONCERNING FIBER MESH) (1)1/4"x 1-3l4"TAPCON TO ° (1)#5 0 BARS W/3"COVER ... // //// J ¢ r f ( 8"x 8"x 16"BLOCK WALL SLAB OR FOOTING • (TYPICAL) TOTAL j\\' p r \ \\�\\� 7 N I` ! (MAX.32") (2)#40 BARS MIN.2-10 OFF ( I GROUND z, BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS o /\//\//\ BARRIERIQIF AREA TO BE UEEN VAPOR m KNEE WALL FOOTING FOR SCREENED ROOMS z ��\ `\\`\\�\\/ / ENCLOSED SCALE: 1/2"=1'-0' (2)#5 BAR CONT. 0 €€ s t 6` SCALE.114"=1'-0" ALUMINUM ATTACHMENT TERMITE TREATMENT OVER v ±- CONCRETE FILLED BLOCK O 16"MIN. UNDISTURBED OR � �Ifir 'h' 'W' N 'x" STEM WALL 8"x 8"x 16"C.M.U. w COMPACTED SOIL OF s {)II t 32" 12" 2 10'-0" (1)#40 BAR CONTINUOUS m 40" 12" 2 8'-0- 0 VERT.BAR AT UNIFORM 95%RELATIVE ( � DENSITY 1500 PSF BEARING Q Z 1'( 48" 18" 3 6 0• (1)#5 O W Notes: a ss,( 56' 18" 3 4'-0" w x CORNERS AND 1. All connections to slabs or footings shown in this section may be used with the above footing. Q 60" 24" 3 2'-8" ¢w x'O.C.MAX.FILL CELLS W/ z ' t< 72" 30' 4 1'4' >ui 4. 2,500 PSI PEA ROCK 2. Knee wall details may also be used with this footing. z 0 0 W z c CONCRETE 3. All applicable notes to knee wall details or connection details[o be substituted shall be complied with. i ' !"t, I t ( ) s eclfication ma Fiber used in lieu oFibermesh e meshesh,InForceTM e3TM(Formerly Fibermesh MD)per maufacturer s co 0 O m 8"x 12"CONCRETE FOOTING T MIN. p Y °D WITH(N)#5 BAR CONT. 2 #5 BAR CONT. J _J Ur N ui (1)aY5 BAR CONT. —— _ LOCATE ON UNDISTURBED �1 P -. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY FLORIDA W Z Q Z_ L) € {,� NATURAL SOIL 1"PER O.MMAX.FOR — , CD 0 � u! SCALE:1/2"=1'-0" � W K ^{i ALL S S) v J n" ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ALL CORNERS BEFORE SLOPE —— ao y.• / LU Notes: ` •'n (,) °' Co g q } (s 1. 3-1/2"conncrete slab with 6 x 6-10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ®Mesh �- z 8' 12' ~ J Z J O I InForce e3 (Formerly Fibermesh MD)per maufacturer's specification may be used in lieu of wire mesh. EXISTING FOOTING 8' I NEW SLAB W/FOOTING U F- CL CL u) } Visqueen vapor barrier under slabs having structures above compacted clean fill over(scarified)natural sal TYPE I TYPE 11 TYPE III 90%density. Q U C) ( i 6d FLAT SLOPE/NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING t ( 2. Local code footing requirement shall be used in of the minimum footings shown. Orange County footings Q2'/12" 2'/12"-1'-10' '1'-10" Z (!) u" fn a L(l, shall be a minimum of 12'x 16"with(2)#50 continuous bars for structures/buildings over 400 sq.R.. Notes: //\//\//\/ —— ——————————— W ~ z j RAISED PATIO FOOTING 1. The foundations shown are based o a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil \/\/\/\ Z W � O w ' KNEE WALL FOOTING FOR SCREENED ROOMS shall be verified,prior to placing th lab,by field soil test or a soil testing lab. `'`\'`\'\\/\ Z_ N N 2. The slab I foundation shall be cle ed of debris,roots.and compacted prior to placement of concrete. \//\\ U = SCALE: 114"=1'-0" 3. No footing other than 3 1/2. 4' ominal slab is required except when addressing erosion until theProjection (2)#5 BARS'DOWELED INTO r�\/\/\/\/\/\/\/\/\/\/\/\/\/ / / / / / / F— 9 ( ) 9EXISTING FOOTING W/EPDXY w F from the host structure of the rport or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is \,�\,�\.�\,�\,�\.�\ �\�\ �\ �\ �\ `\ ` _ (( required. All slabs shall be /2"(4"nominal)thick. 8"EMBEDMENT, 25"MIN.LAP _ 12" 4 4. Monolithic slabs and footin shall be minimum 3,000 psi concrete with 6 x 6-10 x 10 welded wire mesh or Q ~ NEW SLAB --� - 7" EXISTING SLAB crack tetra fiber mesh ibermesh®Mesh,InForceTM e3TM(Formerly Fibermesh MD)per manufacturers TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING �. IF specification may be in lieu of wire mesh.All slabs shall be allow d to cure 7 days before installing SCALE: 1/2"=l'-W tztz anchors. a II footin Zootin section required by local o r;• #30 RE-BAR DRILLED AND 5. 1 buil ' es require a minimum footing use Typ 9 9 CID � ¢ k �I,,L • EPDXY SET A MIN.4"INTO code. Local code governs. ' I EXISTING SLAB AND A MIN.4" (See additional detail for structures located in Orange County,FL) *k z r t MIN.(1)#30 BAR _ 8" INTO NEW SLAB 6"FROM ection from the host structure up to a maximum 20'-0' J x 9 ' CONTINUOUS EACH END AND 48"O.C. 6. Screen and lass rooms exceeding 16'-0"proj _ J WM - nt0 projection shall have seta specific a 11 footing ineerin t the fourth wall frame and carrier beams. Structurul es exceeding 20-0" z Lj LL ? LL + SLAB-FOOTING DETAILS m x DOWEL DETAIL FOR EXTENDING EXISTING 4"SLAB d w ° " z SCALE: 314"=l-W -+O z of c rc d v w ' SCALE: 3/4"=l'-W wa r n m t3 }( Ly 14. USE 2"x 4"OR LARGER SCREWS — DETAILS FOR FRONT WALL LL rc V ( ..•t (SEE FASTENER TABLE) UPRIGHTS Q W ti L EL 1/4'S.S.x_"LAG SCREWS }} 1"x 2"CHANNEL — ER WASHER(SEE TABLE 4.2)@ 6" m01 # � I 3/4"PLYWOOD DECK — FROM EACH SIDE OF POST z U7 O AND 24"O.C.PERIMETER ro o w J z }i Z z o k–V4"LAP W ` 1-1/2"(MIND p a tl; PERIMETER DOUBLE ti, }t} STRINGER fl a I: 2x6OR2x8 .� r `# @ 16"O.C. �� j f }} yE «.« §• � SEA Z ,...._,.,,_._.,,,,.,__wt_.�...._,._____.. ., � nHEET' z_ k ; • ALTERNATLu E WOOD DECKS AND FASTENER LENGTHS _,__ _. ,� . -- _ -. r} 3/4"P.T.P.Plywood 2-112" z z s i i 5/4"P.T.P.orTeks DEn eck w Z 2"P.T.P. a• w z Ln Z ' SCREEN ROOM WALL TO WOOD DECKm 12Jt m ( r . SCALE: 3"=1'-0" 12-01-2009 OF 0 of 3 " S I GENERAL NOTES AND SPECIFICATIONS: Conversion Table 7A Load Conversion Factors Based on Mean Roof Height PAN ROOF ANCH ETAILS from Exposure"B"to"C"&"D" ®� 1. Certain of the fold to bied to Site Built block,wood frame or Exposure-B"to^C" rZ lowing structures are designee marrExposure"B to^o PRIMARY CONNECTIO ori DCA approved modular structures of adquate structural capacity.The contractor/home owner shall Mean Roof toad span Multiplier wad span Multiplier (3)#_'SCREWS PER S J to Heighr Conversion Conversion verify that the host structure is in good condition and of sufficient strength to hold the proposed Factor Bend ng Deflection Factor Bending Deflection WITH 1'MINIMUM EMBE ENT W u- pp HEADER(SEE TE BELOW) addition. INTO FASCIA TI H PAN 11111 < cr i. 2. If the contractor!homeowner has a question about the host structure,the owner(at his own o-75 121 os1 0.84 1.a7 0.63 0.88 BO ED END // 15'-20' 1.29 0.88 0.92 1.54 0.81 0.87 / ■^ I- f} expense)shall hire an architect,engineer or certified home inspection company to verify host 20._ 1.34 0.86 0.91 1.60 o.7g o.e6 - ROOF PANEL �y Si t r structure capacity. 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 EXISTING TRUSS 0 RAFTER 3. When using TEK screws in lieu of S.M.S.longer screws must be used to compensate for drill head. 30-ad t37 o.as 090 1.61 o.79 o.as h O W # 'x t/2"S.M.S.(3) R PAN 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. use larger mea„roof height of host structure or enclosure #10 x 1-11Y S.M. .(2)PER " (BOTTOM)AND(1)@ R R 0 Q k 5. The shapes and capacities of pans and composite panels are from"industry Standard"shapes, values are from ASCE 7-05 RAFTER ORT SS TAIL -- (TOP)CAULK ALL EXP ED ' 2 f�- t4 except for manufacturers proprietary shapes.Unless the manufacturer of the product is known,use SCREW HEADS Q x #10 x 314"S,M.S.@ 1Y O.C. Z 1 I the"Industry Standard"Tables for allowable spans 6. When convertin a screen room to a lass room or a carport to a garage,the roof must be checked Conversion Table 76 from Enclosed to Partially Enclosed Building Classification 9 9 Exposure"B" EXISTING CIA 1-1lY x 1!8"x 11-1/ LATE OF J co N 1l and reinforced for the enclosed building requirements. 6063T-5,3003H- OR 5052 ` N and have,when tested,performed 7. well either testte .Tho can be loa composte panelas tablesare based onk on or uniform bandingproperties determined at Multipliers for Roots r '{ Defl.ctien Loads 03 o.sza ROOF PANEL TO FASCIA DETAIL H 32 m o deflection limit of 0780. Benda 1.05 0.90 SCALE. 2"-1'-(' 8. Roll formed roof panels(pans)are designed for uniform loads and can not be walked on unless { i plywood is laid across the ribs.Pans have been tested and per better in wind uplift loads than T O a 3 ( dead load+live loads.Spans for pans are based on deflection of U80 for high wind zone criteria {4 i 9 Interior rock w!I*fire theeadlsheet rock screws at 16"O.Caeach we heat rock added by securing the sheet INDUSTRY STANDARD ROOF PANELS FOR MASONRY RY j HEADER(SEE NOTE BELOW) 1/4"x 1-114'MASONRY {1 10.Spans may be interpolated between values but not extrapolated outside values. ANCHOR OR EQUAL @ 24'D.C. - Q Z • 11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection FOR WOOD USE#10 x 1-1/2" - ui g P� y rn S.M.S.OR WOOD SCREWS @ Q F o guides for sections 2,3A&B,4&5. Use section 2 inspection guide for solid roof in Section 1. W f 3 tl 12.All fascia gutter end taps shall have water relief ports. ¢ 1Y O.C. " ROOF PANEL W Z ( ; 13.All exposed screw heads through roof panels into the roof substructure shall be caulked w/silicon > EXISTING HOST STRUCTURE: - - t sealant.Panel area around screws and washers shall be cleaned with xylene(xylol)or other solvent WOOD FRAME,MASONRY OR #_'x 1l2'S.M.S.(3)PER PAN O m .i based cleaner ria to a caulking. I' �_ (BOTTOM)AND(t)@RISER U) O 14.All aluminum extrusions shall Teet the strength requirements of ASTM 8221 after powder coating x 7200' OTHER CONSTRUCTION ui 15.Disimilar metals:Aluminum metals that will come in contact with ferrous metal surfaces or concrete (TOP)CAULK ALL EXPOSED � � J N w SCREW HEADS W Z Q Z r Z k !masonry products or pressure treated wood shall be coated w/protective paint or bituminous 12"WIDE x VARIOUS HEIGHT RISER ROOF PANEL ROOF PANEL TO WALL DETAIL > I j 0 a r materials that are placed between the materials listed above.The protective materials shall be as SCALE: 2'=V-0' listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold SCALE: 2"=1'-0' W 0 W g l ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH(3)EACH#-*x 1/2"LONG CORROSION �' (� t� m GalvanizingPrimer and Finisher. i. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless RESISTANT SHEET METAL SCREWS WITH t!2"WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR J Z Q W O t1+ steel grade 304 or 316;Ceramic coated double zinc coated or powder coated steel fasteners only e i SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE(1) L) Q J z0 a fi c. EACH#_'x 1/2"SCREW EACH.THE PANS MAYBE ANCHORED THROUGH BOXED PAN WITH(3)EACH D.. rn 'i fasteners that are warrantied as corrosive resistant shall be used;Unprotected steel fasteners shall ` not;be used. I SCREWS ARE ALLOWED AS A SUBSTITUTE FOR# 'x 1/2"S.M.S. Q � w v I #_ x t"OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # x9/16"TEK 41 w ' SECTION 7 DESIGN STATEMENT: 12.00" 'SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. W O z The roof systems are main force resisting systems and components and Gadding in conformance with 12"WIDE x 3"RISER INTERLOCKING ROOF PANEL 100-123 130 140 750 Z W O w the 2007 Florida Building Code w/2009 Supplements.Such systems must be designed using loads for SCALE: Y=7'0" #8 #70 #12 #12 Z U N N components and cladding Section 7 uses ASCE 7 OS Section 6.5,Analytical Procedure for ? (n w Components and Cladding Loads.The procedure assumes mean roof height less than 30;roof slope 0 w J = i i + to 20*,.1=0.87 for 100 IdPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Q ii ScreenSRooms and I='1.00 for Glass and Modular Enclosed Rooms.Negative internal pressures are ¢ j 1 > EXISTING TRUSS OR RAFTER 6"x T x 6"0.024'MIN.BRF_AK 0.00 for open structure:.0.18 for enclosed structures,and 0.55 for partially enclosed structures.All O pressuaes shown are in PSF. FORMED FLASHING 12.00' p €;? 1. Freestanding structures with mono-sloped roofs have a minimum live load of 10 PSF.The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono-sloped PAN ROOF PANEL 7? CLEATED ROOF PANEL cin r ¢ 4 j factor of 0.75. SCALE: Y=1'-0' ALUMINUM SKIN ce rn SELECT PANEL DEPTH FROM i ? 2. Attached covers such as carports,patio covers,gabled carports and screen rooms have a minimum - - Z o , Ia live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. TABLES E.P.S.CORE (2)#10 x 1-1/Y S.M.S.OR W ---- u�j _� p j The design wind loads used are for open and endosed structures. WOOD SCREW PER RAFTER z a w z ?w di J .............::::::::::: OR TRUSS TAIL ¢w W Cam x is (I 3. Glass room roof des i n loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones -J a o _ m O g - - W SIDE CONNECTIONS VARY ¢ Z M u _ r and 30 PSF for 1402 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and z a : -_ Z d W I a ¢w (DO NOT AFFECT SPANS) - -+O ALTERNATE: W z { € lar rooms. o o = v modular 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 1408 and 150 MPH zones.Wind '� #10 x 3/4"S.M.S.OR WOOD ° C ot o - p SCREW SPACED 1Y O.C. 3 r Ii .1 loads are from ASCI=7-05 Section 6.5,Analytical Procedure for glass and modular rooms. -48.00' @ 0 j 5. For partially and structures calculate spans by multiplying Glass and Modular roan spans for p m n ci { EXISTING FASCIA m co O roll formed roof panais by 0.93 and composite panels by 0.89. COMPOSITE ROOF PANEL UNDUSTRY STANDARD] LU rn a oD L 1 i SCALE: 2"=1'-W va m a (�, m N ,o # tY • Design Loads for Roof Panels(PSF) POST AND BEAM(PER O C F3 �, Wm 4 Open Structures Screen Rooms Glass&Modular Overhang f Cantilever TABLES) C7 c O } } : Mono Sloped &Attached Covera Enclosed Rooms All Rooms Z m f- �#t &Roof Overs - m F . { 1=0.87 for 90 to 100 MPH 1=0.87 for 90 to 100 MPH W J H Z - a ` I' I=0.77 for 700 to 150 MPH 1=0.77 for 100 to 150 MPH I=1.00 1-1.00 yet - t Ik! KCpi=D.00 Zona 2 KCpi=0.00 Zone 2 KCpi-0.18 Zone 2 KCpi=0.18 Zone 3 loads reduced 25x ALTERNATE MOBILE HOME FLASHING w o i Basic Wind Effective Area Basic Wind Effective Area Basic Effective Area Basic Wind EffeetiveArea FOR FOURTH WALL CONSTRUCTION _ �` � , N }t k pressure 50 20 10 Pressure 50 20 10 Pressure 50 20 10 Pressure 50 20 10 ;1 O 100 MPH 13 13 16 25 17 20 23 26 77 23 27 30 17 27 38 45 - _ i PAN ROOF PANELSLL t Hk 770 MPH 14 14 17 ZO 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 _� SCALE: 2'=1'-0" ;`\w u = p3 123 MPH 18 17 2f 24 23 26 32 35 23 34 41 45 23 41 57 69 INSTALLATION INSTRUCTIONS: 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 �r 740 1 MPH 23 23 27 31 30 34 40 46 30 44 53 69 30 53 74 es A PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING` w SEAL Z-a, { s 140-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26• 28 32- 36 34 3s 46 52 34 5/ 60 6e 34 61 85 102 B. SLIDE 1"TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP:;- a0 Of SHE!=T W s� e r i i E• •Minimum live load of 30 F�SF controls in high wind velocity zones. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. J t7 # i To convert from the Exposure'B'loads above to Exposure"C"or"D"see Table 7B on this page. C. FASTEN HEADER TO FASCIA BOARD WITH#10 x 1"SCREWS @ 6"O.C.STAGGERED on Z W TOP AND BOTTOM(SEE DETAIL ABOVE) ui 10 A W w f Anchors for composite panel roof systems were computed on a load width of 10'and a maximum of 20 D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM m W projection with a 7 overhang.Any greater load width shall be site specific. SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. n m { 12 01-2009 OF L O U r{ HO'. i�t�� A: 4`, rz 1 J A h ; J � � , . fib: ....... ,I m Q ■ o io '.0i4'j.032AliiifiNtlAF -1:0.185.0EN5ftt.. F g rri P off.26.6UAfE51E£L.' ... ....E.P.S.FOAM L rn t kg O .....(IYPIGIL):.... ■� 1 Optpi .as aD 0� ... Q d f fti I : .. ...:. ::.: . ' o oQ f 0 Y z 1.0#DEN3ME.RS.FOAM&310SK14 OR K25KUEpNU..OR.17STEEL $truTctall BuBdirhg Systems Inc. h s SNAP-N.LOCK PANEL® , m SCALE_°-`ry ® 666 _ rn y9g} M m k }7�1: 0 O (;st Table 1.1.1A Structall Building Systems Inc.Snap&Lock®Composite Roof Panels Table 1.1.1C Structall Building Systems Inc.Snap&Lock®Composite Roof Panels Table 1.1.1E Structall Building Systems Inc.Snap&Lock®Composite Roof Panels Allowable Spans and Applied Loads(#/SF) Allowable Spans and Applied Loads(#!SF) Allowable Spans and Applied Loads(#!SF) J tiit ' 2"x 48"x 0.024'Panels Alurainum All 3105 H-14 or H-25 Foam Core E.P.S.t#Densi 4"x 48'x 0.024"Panels Aluminum Allo 3105 H-14 or H-26 Foam Core E.P.S.1#Density 8"x 48'x 0.024"Panels Aluminum All 3105 H44 or H-25 Foam Core E.P.S.t#Density O ( 1r n StnW urns Screen Rooms lass Modular Dome a ng Pon tructures Crean Dome lass ulor Dome arhang n Structures can ooms Iaas Modular Rooms ng (n a ia4 Zone 4 1&2 3 4 18Z 3 4 Cantilever Z W �-- 1 Zone 1 3 4 1 3 4 182 3 4 cantilever Zone 182 3 4 182 3 4 1 3 Cantllever MPH aMoad s Moad' s gad s Mond' s Mond' s Mood• a Mond' s aMoad s Mond' All MPH s aMosd s Mosel• s Moad Moad• s Mosel s Moad s aMoad a Moad• s nilose All MPH s Moad a anAoad' s Mose s aMoad s n8oad s Moad s Moad• Moad• s Moad' All Q J (.t.l 0 100 12'-6" 1 15'-T 1 15'-0" 1 to-4' 23 27 tat' 27 - 451100 W-Ir 1 - 1 4 13 1 18'-6' 1 -10' 2 15-5' 23 1T 23 16'-8' 2 4- 5 700 29'-t" 1 33'-6 13 37-5' 1 23'-11' 20 26 i r •'.. 110 1 - 17 1&-1* 14 1'-Y 17 -5" 2 11'-1" 5 1 - 5 - 9'- 36 -71 3'4• 55 20'.1" 14 14 21.9" 14 - 1 1 -W 1 1T-5' 21 t3'-1" 32 1 -11 7 15'-4* 7 4'-O' 55 110 -2 4 - 1 31-6' 14 4 21 2 -2' 21 2'-3' 21 20'-T 27 23'-1" 7 - 7 4-0 55 Z Q Q � Z { �S•: : 120 11'- 20 1 4' 20 17-i 20 B-8 33 -8 33 9'4' T-T 43 8-" 4 '-2" 43 3'-1 65 120 18'-Y 17 4 17 19 1 13'-fi 1 -6 15'-11 11'-10 -3 1 -9' 39 4'- t '4 17 29-6 17 2 - i7 1S' 2 -11 25 3• 2 1 - 1 3 2 - 3 2a-5" 32 4- 65 f" W 123 1 -10 1 12'-1 21 1'-8' 1 8'-5 9'-5' 35 -1 35 4 4 -3 45 T-11' 45 2-it (� V O ao 7 - t t -1 1 19'•Y 17 13'- 1.- W. 15-T 26 it'-T 41 17-11 41 17-6' 41 4'-0 d66 1 2 -8 17 28'- 17 277 17 20-11 26 23'-5 26 7-T 26 78'-5' 34 2a-T 34 19'-11' 34 4'-0' 69 J UrO 130 1 4 23 11 23 71'- 3 T-11 39 8'1t' 39 3 6'-1" 51 T-9' S1 51 7-t0 77 1 6' 18'-9' 20 18-1' 1 1 4' 29 13' 35 t1'-0 45 174 45 11-71 45 4'-0 130 -3 -1 -2 1 - 1 -3 21- 1T-5 38 19'- 38 18'- 4'-0' 77 (n (� (V W8'-11" 1 1'-8' 27 1 4' 27 Td" 46 8 46 T-it" 46 6'-it St T- 5 T-6" 51 Y-8' 89 40A t5T 23 1T-' 3i6'-10' 23 71'-8' 40 73'-1' 17-8' 40 11' 45 1 4' 45 tt'-11' 45 3'-11' 740A 27-T 23 25'-3• 24'-' 23 18'-4• 34 2a-6" 34 19'-10" 34 1T-5" 38 19'-" 38 18'-9' 38 4'-0' 69 W Z Z Z (Wj1408B'11" 31 iFIT 27 10'4' 27 T4" 4 8'-2' 46 T-ti' 46 6'-6" '-3" 59 6'-i t' S9 7-8' 89 1406 S-T 23 1T-5" 16'-10' 23 1'-IF 40 13'-1" 40 17-8• 40 9'-7' 59 11'4" 53 1a-17" 7'11• 1408 22'-T 2 25'-3' 23 24'-' 23 18'-4' 34 Za-6' 34 19'-10' 34 16'-Y 44 18'-1' 44 iT-5' 44 4'-0' 69 Q Z Q — Z 150B'-3' 369'3" 36 8'-tt' 36 6'-it' 52 T-8' S2 T-S 52 6'-0' 68 6'-9" 68 6'-6" 68 7-6' 102 150 13'-2' 32 16'4" 26 15'-10' 2 1a-11• /7-2' 46 11'-9' 46 8'-11' 68 10'-8' 60 10'-4" 3'-B' 150 21'-3" 26 23'-9" 26 27-11' 26 1T-" 39 19'-Y 39 18'-8" 39 13'-1a' 60 16'-9' S1 16'-Y 51 4'-0" 102 W Y x 48"x 0.030'Panels Alwninum Allo 3705 H-14 or H-25 Foam Core E.P.S.1#Density4"x 48"x 0.030"Panels Aluminum Allo 3105 H-14 or H-25 Dam ore E.P.S.1 Densi 8"x 46"x 0.030"Panels Aluminum All 3105 H-14 or H-25 Foam Core E.P.S.1#Densi '=-I ~ 6 f Oen SWctures Screen Rooms Glass&Modular Rooms Overhang W 06 Z � 1 WnturoS n Rooms lass lar Rooms a ang en SWetures naso Dome as Modular Rooms ng Zone 1 3 4 182 3 1 3 4 Cantilever Zone 4 7 3 1&2 3 4 Cantilover Zone 182 3 4 782 3 4 182 4 Cantilever V U m W g MPH s aMoad s Nk ae Moad' s Moad' s Moad' s Moad` s nfload s Moad' s Moad' All r (,, 100 18'- 13 2a- t 19'-9' t t3'- 16'4 20 1 -9" 1 - 1 -3" 2 13- 4'-0' MPH s Moad s Moad• s aMoad s Moad s Mond' Moad• s Moad s oad s Moad• All MPH s aMoad s nlload' s anlload s aMoad• Moad' s aMoad s Moad s aMoad s Moad• All J LL O r _ 110 2 i 1 25-8' 14 5'-7" 74 1 .13 1 21 1.4 1 -1 1 16-5" 27 184' 27 1T-9' 27 4'-0 55 110 '-8' 14 3T-T 14 3fi'4" 14 2T-8'• 20 0- 20 9-10 21 23-9 27 26 T 27 25'-8' 27 4-0" 55 U U) J O {i.' 11 1T-9' 14 1 -10" 14 1 - 14 13'-1 25 15'-11" 1 15'-5 21 ii'-6' 32 17-11" 32 17-6' 32 4'-0' S5 } _ Z tr{ 20 16'-1' 17 1T-11" 17 1T4' 17 11'-11" 30 13'4 30 7 '-11 30 1 '-5' 71'-8' 39 11'4" 3 4 0 -11" 17 2 S 7 27- 1 1 5 i9'-t" 25 18-5' 25 t5'-1' t -1 1 -3 32 4'-a' 65 1 -S 17 '-0 7 -1 17 4'-9 5 - 5 '-8' 25 21-10' 3 24'-5' 32 23'- 3 4'-0' 65 F"- d N 1 -5 1 -1 1 '-1' 17 16- 1 - t -7 13'-4' 16'- 34 1'-10 34 4- 69 23 29'-T 17 33-1" 17 37-0" 17 4- 26 26'-it 26 26'-1 1- - 34 27-71' 34 4'-0' 69 Z 123 75'=8 17 1 17 1 -i t 7 11-8 2 1 '-0" 32 1 - 2 9'-8' 45 11'-5' 41 i t- 41 3'-71' 69 13-6 1fi-6" 0 15-it' it-0" 35 12'-4 35 17-11 35 - 51 7 -11 45 IV; 45 -9 Q 0 f 0 19'4 1-T 20 20'-10' 2 t5-1 2 iT-8 1T-1 29 17 45 15'-5' i -9' 4'-0' 77 730 -11 2 1-3 -3 -71 9 5-8" 4- 29 2a-1 38 22'-5 38 21'-8 ' 140 - 2 1 -5 23 1 - 7 10'-4 40 ti'-6' 4 i- 9'-" 51 t0'-11' 45 1 45 3'S' 89 1 -17 2 -1 19'-5 23 13'-6 1 4 15-9" 17-8' 45 15-5 38 13'-9' 45 4- 140A 26-1' 23 29'-1' 23 28'-2 23 21'-Y 34 23-8 34 22'-17 -1 27-5 21'-B' 36 4-0' 89 (n Z Z L� U) W r{i 3 q, 140 17-T 27 15'-5' 23 1 -T 7 ta-4' 4 11' 4 11'-Y 40 -6' -6 59 9'-2" 59 3-6 89 B iT-11" 23 2a-1' 23 19'-Y 23 13'-6' 4 1 -4' 34 1 '-9• 11'-8' 53 INA* 53 17 4'-0' 69 1408 26'-1• 3 29'-1' 23 28'-2" 23 21%T 34 23'-8• 34 27-7T 34 18'-8' 44 2a-10' 44 2a-1' 44 4'-0" 89 O a- 160 s 160 ti''-8" 32 13'-W : 12'-T 32 9'-1' 52 10'-9" 46 10'-5' 46 T-11' 68 8'-10' 68 8'-T 88 3'-3' 1 2 W C, Z i6'-10" 26 18'-10• 26 18'-3' 26 17-T 46 75'-3" 39 13'7- 46 10'-11' 60 174' 60 11'-11 60 4'-a' 102 so 24'-6' 26 27'-4' 26 26'-5' 28 19'-9' 39 27-1' 39 21'-5' 39 1T4" 51 19'4' S1 18'-8' S1 4'-0' 102 W O 00 W s�7i •' 2"x 48"x 26 s.Grade D steoi Wall Panel Foam Core E.P.S.1 Density4 x 48'x 6 .Grade D reel Wall Panel Foam Core E.P. .1#Densi - 8"x48"x 26 rade D Steel Wall one Foam Core E.P.S.1#Dens' SWatures Screen Rooms lass Modular Rooms k3% n SWetures n Rooms Glass&Modular Rooms Overhang O n Structures Screen Rooms Glass 8 Modular Rooms erharg Z (, N N Zone 182 3 4 182 3 . 4 182 3 4 Zone 182 4 1 3 4 182 3 4 Cantllevaz Zone 1 4 4 182 3 4 Cantilever _ MPH s aMoad s Moat• s Moad` s Moad• s Moad' Moad• s Dad s Moad' s aMoad• MPH Moad• s Moad• s Moad' Moad' s Moad sMoad s Moad• s aMoad' a Moad' All M s Moad' s Moad' a Moad• a Dad' s Moad• s aMoad s Moad• s Dad• s Moad' All 0 1 19'•a' 13 1'-3' 1 0- 13 1 -2' 20 1 '-11 20 16'-5" 20 13'-i 27 15'-10 3 15'4• 23 W 700 24'-5' 13 2T4' 13 26'4- 13 19'-6' 20 t'-9" 20 21'-1 20 18-2' 23 20'4" 2 19'-6' 23 4'-' 4 100 34'-11' 1 39'-' 1 3T-- 13 2 -10' 31'-Y 3'-1' 20 25'-11• 23 29'-1' 23 28'-1' 23 4'-a 4 110 16'-6" 14 20'-8' 14 19'-11" 14 13'-T 2 16'-7" 21 16'-0• 21 12'-0' 13'-5' 32 12'-i t' 32 - 14 14 14 t 4r 1 1 - 1 16-9 18- 27 18'-1" 2 4-0 10 33'-11' 14 3T-11" 14 -8' 1 2 -2' 1 3a-• 1 2a-5• 21 '-it 2 26-1 ' 2 -11 4'-a J > F 1 1 - 1 1 1 1 - 1 1 -5 15'-Y 5 13-5 to-11 39 1 - it- 39 2 1-5' 17 -11 17 23- 7T 1 2 1 25 18'-1 5 1 S• 32 1 -3 1 - 4'- 65 72 17 -d 17 - t -11 5 -10 25 -11 25 -0' 3 4-8 3 23'-t ' 4%D" 6 QH 16'-3 17 1 -3' 1 -7" 17 1 -1 32 13-6' 32 t3'-1 32 1 1 11-11 41 11' _1 7 -7 7 1 1 1 S 26 3- 4 - 34 1 - 34 4- 123 29'-11' 17 33'-5 1 375' 17 T7 26 27.3" 26 26'4' 21'-5' 2 -11' 23-2 91 S 20 1 - 1 - 20 11-6 35 1 -1 1 -5 9'-6 57 11'4' 45 1a-ii 45 130 1 -9' 20 27-7 20 21-4" t - i8'-t 1T-6• 29 1 -t 1" 45 1 -10 15 4'-a' 77 1 - 31- S" - 5-it 25- -3 21'-10' 38 4 77 = 40A -1 27 1 -0' 15'-6' 23 to-9' 40 1 -0' 40 11-T 40 51 11'-4 45 1a-it 4 t -5 - 3 -10 23 1 -9' 1 - 1 '- 1 -it 15'-10 38 15' 38 4- 6'-3' 23 29'-5 2'-5' 2 21'-5' 23-11 34 23'-i• 34 20'-3" 36 22'-T 38 21-1 - I_140 13-1 2I 16-0 23 15 to-9' 40 1 40 1- -t0• 59 to-5 -T 59 1 B 1 '-5• 3 20'- 23 7 -10 1 - 1 '- 16'-Y 34 1 •11' S3 13-5" 1 -11' S3 4'- 89 -3' 3 -5 2 28-5 2 21-5 34 23'-11 23'-t -10' 2 44 20-4 44 4'-a 89 - (F 7 1 -1 32 15-1' t -1 32 9-5 52 11- 46 10'-1 8-3 68 -3 8'-11' 68 '4 102 50 1T-3' 1 4' 6 1 ' 1 - 46 75-T 39 15'-1' 39 -' 17-Y 60 4'- at 4'-8' 2 2T- '-8' 26 19'-11' 4' 39 2t'-T 39 1 -5" 51 19'-6' S1 18'-7a' S 4'- 102 (O F EI: Note:Total roof panel width=room width-wall width+overhang. 'Design or applied load based on the affective area of file panel Note:Total roof panel width room width+wall width+overhang. *Design a red load based on the affective area of the reel Note:Total roof panel width=roan width+wall width+overhang. 'Design or red load based on the affective area of the reel (O n9• 9 aPd' Pa Pa erg. 9 PW' Pe co co (L 1 fit J WM O �t Z N n ? Inc.Snap&Lock®Composite Roof Panels Table 1.1.1D Structall Building Systems Inc.Snap&Lock®Composite Roof Panels z Z h` dt W d Table 1.1.18 Structall Building Systems I C S p po g y p P� _ m Allowable Spans and Applied Loads(#/SF) Allowable Spans and Applied Loads(#ISF) W 2 m O i k o U.f "x48"x 0.024' nets/duminum Allo 3705 H-14 or H-26 S.1#Dansi 6"x 48"x 0.024'Panels Aluminum Allo 3105 H-14 or H-25 Foam Core EP.S.1#Density ( E`:' n Structures -Room Grass&Modular Rooms Overhang SWctures Rooms Glass lar Rooms ng d o ? r Zone 1 3 4 1 4 182 3 4 Cantilever Zone 1 3 4 1 3 4 182 3 4 CaMlever C 0 a 0 aMoad a ant 3ad' s Moad s Mo s Moad s aMoae s aMoad s aMoad s Moad All MPH s Moad s Moad• s aMoad a Moad s Moad s Moad s Moad' s Moad s annoad• All O ~ - W a : 100 7'- 1 1-1 13 - 13 0 16-10 20 16'-3" 20 1Z-11" 2 15'-8 23 5- 23 4'-0 45 1 25'-9 13 28- 13 2T-10 1 -ti 20 20 1 -2' 23 21-5 -8 45 0 j n j t 13,� 18'-4 1 27-6 14 19'-10' 14 '-' 16-5" 21 15'-11' 21 if-ii" 13'4" 32 17-1 32 4 55 17 5'-0 -i t 1 2 -0 14 2 -1 21 -5 21 21-8 1 Ir-8" 27 19-9* 27 19'-1 27 4- 55 fr >= a 0 xi m 16'-T 17 18'-r 17 iT-11' 17 t7 _ 15'-1" 2 3'-3• to-9" 39 17-7' 3 11'-8" 39 4'-0" 65 120 27-T 17 25'4' 1 24'-5' 17 18'-5' 2 -T 25 1 - 2 1 '-3' 32 18'-Y 32 1T-T 32 4'-0• 65 a OD O ' 16-Y 17 18'-1' 17 1T-5' 17 13'-5" 32 17-11" 32 to-T 41 11'-10" 41 11'-5• 41 4'-0' 9 1 27-0 17 24'-8" 17 23'-10' 1 1 -11' 2a-1 26 19'-5" 26 16-10" 34 1T-8" 34 1T-i• 34 4'-0• 69 > W -a m d 1 '-3' 20 17-1' 20 16'5" 20 1T-5' 35 12'-9' 35 17-4' 35 9'-5' S1 11'-3' 45 1a-10' 45 3'-10' 77 130 2a-10' 20 23'3' 20 22'-8" 20 1T-1' 29 t9'-T 29 18'•5• 29 131-W 45 16'-6" 38 16'-1' 38 4'-0' 77 m W J, r 140A 17-11" 27 15'-it" 23 15'4" 23 10'-8" 40 17-11• 40 11'5' 46 9'S" 1' 7T-3" 45 la-10' 45 3'-T 9 140A 194" 23 21'-8' 23 2a-11' 23 W-9' 34 1T-- 34 1 -0' 34 7 -8' 45 16'-8' 38 16'-1" 38 4'-0' 89 O fJ m W 0 1 -i t 7-67 t' 1 -4 2 10' 4 11-11 40 71'5 - 10'4 9'-6' - 40 7 4 3 21'-8' -71 1 - 1 - 1 34 1 -T t S' 44 - 4'-0' 89 - t- fi-J M o DO S 1 1 - 3 17-it 9'4' 17'-t" 1 -9 8'-2 9'-Y 6'-t 68 4' 102 50 1 '- 4 1 - 2 1 - 1 - 39 1 -11 39 11'-t0 1 - •1a' 4'- t (7c O x 48'x 0.0 anels Aluminum 1 3105 H- or H-25 Foam .1 Dansi x 48 x 0 Panels Aluminum 31 -4 a H- Dam ore soar - ? m F Structures Screen Rooms GIs"8 Modular Rooms erheng Structures n Rooms Glass War Dans erharg �� wFm- O~ A Zone 182 3 3 4 182 3 Cantilever Zone 3 &2 3 4 1 3 4 Cantllevar - W Z K i - MPH s Moad Moad' s aMoad s anlload s Moad s Mosel' s Moad s aMoad s Moad All MPH s Moad s osd s Moad s annoad c Moad a Moad s Moad s Road s Moad All Z i 100 - 1 24-9 -11 1 1T-8 20 19- 20 19'-1 16-6 23 18'-5" 23 1 '- 3 4-0 5 00 2 -B 1 - 1 3 -1 1 -8' 26-6 20 25- 20 -1 4-B 23 23-1 23 4'-0 45 (7 os liw - 1 0 14 24-1 14 2 -3 14 1T-3' 21 19'-3' 21 1 '-8 21 15'-3 2 1 - 7 1 -5' 27 4'-0' 10 -10' 14 32'-3' 14 31'-2' 14 - 1 5'- 2 -11 1 -5 27 -1 7 ` w 8 v art' r. 1 1 -6 77 21- 17 1'-0' 17 15-10' 2 1T-8' 25 1T-P 25 1 -8' 39 15- 3 15'-1 32 4'-0 65 120 26-1' 1 -2 7 - 1 21- 25 - 25 -11' 25 -9 -11 32 -3 4'- 6 - w 23 18'-11" 17 21'-Y 2a-6' 1 15'-' 26 1T-3" 26 16'-8' 26 17-5' 41 15'-Y 34 13'-4" 4 4' S'-S 1 28'-5 17 2T-5" 1 2a 2 23'-Y -4" 8'-3' 34 2a-5" 34 19'-8' 34 4'- 69 ' 130 -11" 20 2a-0" 20 19'-4• 20 13'4' 35 16'-5' 29 15'-1 9 11'-9' 45 13'- 45 17-9' 45 4'-0' 77 130 23'-t ' 20 26'-10" 20 25'-1 ' 1 -8' 29 27-0" 29 21'-3' 29 -2" 38 19'-3" 311 18'-7 38 4'-0' 77 _ , U. of 'vS r k 140A t6'-8" 23 18'-8' 23 18'-0' 23 77-6" 40 15'-2' 13'5' 40 11'-9" 45 13'-Y 45 17-9• 4 4'-0' 89 140A 274' 23 24 11• 23 24'-Y 2 18'-2' 34 4" 34 19-8• 34 19'-3' 38 18'-T 38 4'-0' 89 P 1 1408 18' 23 18'-8' 23 1 -0" 23 175' 40 15'-2' 34 13'5 40 1 -70' S3 17-Y 53 17'-9" 53 4'-0" 89 1408 274' 23 24-11' 23 24'-Y 3 1 - 34 2a4' 34 19'• 34 1 -17' 44 iT-10' 44 1 -3' 44 4'-0' 89 _ t 1 - 1 1 - 11-8• 1 '-0• 48 1 - - 17- 11 -11 1 -1 - 7 -t " 39 1 4 1 1 - 1 t 4-0 1 O W 1 h x x GradeD teal all rhe!Foam !7-11717—Density x X a `Stasi ail nal Dam re s' �^ n octanes Screen Rooms fess& lar Rooms ng n Wctures rooms lass Ix s ng U Zone 3Mn 82 3 &2 3 Cantilever Zone 82 3 4 1&Z 182 3 4 Cantilever - .. I MPH s Moad s Mosel Moad s Moad s Moad oad Dad s Moad All MPH a Mom' Mosel Moad Moad' Moad s n0oad" Moad s oad Moad All W SEAL _. - 1 4-1 - 1W-10"120 1 - IF-6" 18-6 1 - 4-0" - 3Z-11; 44 - 2 3 W 1 - 14 -1 14 2 1 1 -8' 21 1 - 7 1 - 7 4 55 - 1 -1 14 31-11 14 1 11 27 23 - 4 55 0 SHEET Z f ltk 1 7 -1 5 1 - 25 - 1 -8 1 - 1 - 120 - -1 -1 -4 -:.. - - O € 123 1 1 1- S' 2 1 4 16-'-F-26 -1=5 4 -3 13'-S 47 4 1 t - 17 2 -Y 17 2 - - - -9 34 -11' 4- a -S 'S' 29 15'-1 t'- 45 t3'-3' 45 17-9" 45 4'-0' 77 4'-8" 2T-T 20 6-T 27- 29 21'-1 29 7 4-0" 77JW1�8 76'-9" 23 78'-8' 23 5• 40 15'-Y 34 13'5' 40 15,-10• 45 t7-Y 45 11'-9" 53 4'-0•-77 W8899 140A 27-11" 23 25'-8" 23 24'-9' 23 18'S• W-1 34 W-Y 34 i6•S• 44 16'4' 44 1T-9• 44 4'-0• 89W 10$' 48 13'-1' 46 1 - 48 9'-T 68 11'•5' i t-1' 60 4'-0• 1 150 21'- -1" 26 23'-' 28 -1-7-31-39 19'-6 W-'-10' 39 IN 1 1 -0• 5 16'-5' 51 4'- 02 Z ( Note:Total roof el width=roan width+wall width+overhang. *Design or red load based on the affective area of the panel Note:Total roof panel width=roan width+wall width+overhan n a applied bad based on the affective area of the panel Q Z Pan 9 DW Pa 9• 9 pW' K 1 m 2 ' t k � 12-01-2009 OF O 1 1 C ` i t N General Notes and Specifications: �2.00•� *2.00'* 2.00' A=0.666in.' ® m {t( The followingextrusions are considered!o be"Industry Standard"shapes.The properties are based on die 2 0" drawings temational,Inc.. A=0.613 in a (1)#8 x 1-1/2" UPRIGHT: J WT=0.763 p.l.f. m ( ` 3.00" A=0 716 in? FROM ENDS,OP c i o 1.00' A=0.243 in.' I WT=0.820 p I.f. o Ix=0.773 in.` A=1.259 m.' o WT=0.702 p.l.f. 0.044 Ix=0.694 in.` Sx=0.466 in? WT=0.278 p.l.f. + o WT=1.443 p.l f o A=1.990 in.' OR BOTTOM AND �c BEAM: I- g Ix=0.477 in.' 6 Sx=0.515 in? 0 0.044" -�k M o Ix=0.136 in` o @ 16"O.C. ly=0.406 in. Sy=0.410 in? p 0.044 0 0.07 + a Sx=0.477 in? 0'�5 6063-T6 0'05' �- o Ix=8.746 in.' WT=2.280 p.l.f. f i of Sx=0.t 37 iii' Sx=2.490 in? Ix=21.961 in 0 6063-T6 Y O -'k 6063-T6 2.00" o Y g 6063-T6 N 6063-T6 0.082" + o Sx=4.885 in? •' € "x 2"x 0.044"OPEN BACK SECTIO 3"x 2"x 0.070"PATIO SECTION 2"x 3"x 0.045"SPECIAL SECTION a °' 6063-T6 3 ? ct F SCALE: 2"=1'-0" SCALE: 2"=r-o" 1"x 2"x 0.044"OPEN BACK SECTION WITH e Y z `f SCALE: r=1'-0'• ` 3.00• 3.00" 2"x 2"x 0044"PATI OSECTION < N q A=0.287 in' a I A=0.562 in.' STITCH W/(1)#8 S.M.S.@ 24'O.C. (1)#8 x 2-1/r ® m i l WT=0.329 Lf. WT 1.081239 p.l.f. FROM ENDS,TOP a Ix= 0.3 9 p. �`0 WT=1.122 p.l.t TOP AND BOTTOM S.M.S.@ 6" 2.00" R I A=0.847 in. co �' 0 o Ix=0.762 in.` m 0.044 0 0.093 { o Ix=1.523 in.` 0.093 STITCH W/(1)#8 S.M.S.@ 24"O.C. @ 16"O.C.OR c o OR BOTTOM AND of of Sx=0.920 in. 2"X 7"x 0.055"X 0.12Q" 0.044" + UPRIGHT: � Sx=0.247 in? o a WT=0.971 p.l.f. -' Sx=1.015 in' o v 6063-T6 � 6063-T6 � ��-T6 SELF MATING BEAM TOP AND BOTTOM PILOT HOLE W/ N O CAP AND(1)#8 x � Ix=1.295 in' Sx=0.654 in? , ' 1"x 3"x 0.044"OPEN BACK SECTi ION 2"x 9"x 0.072"x 0.224" v2"S.M.S. BEAM: 3"x 3"x 0.045"FLUTED SECTION SCALE: 2'=1'-0" 3"x 3"x 0.093' PATIO SECTION SCALE: 2"=r-o' 2.00• SELF MATING BEAM INTERNALIT ry=Osco in.' Sy=0.545 in? Q Z r SCALE: 2"=1'-0" SCALE: 2"=t'-0" SCALE: 2"=1'-0' FROM ENDS,TOP 6063-T6 O ui OR BOTTOM d A= 4 in? AND @ 16"O.C. Q F g I WT=0.48 .I.f. O w QAll w ii._ Ib Ix=0.232 in' W z 0.044• + o 3.00• 2.00" A=2.250 in? 2.00•* 2"x 2"x 0.044"PATIO SECTION WITH O rn W ' Sx=o.23a in. WT=2.578 p.l.f. I I 2"x 2"x 0.044"PATIO SECTION U OU o m �c 6063-T6 a A=0.772 in.' o J w 7+ g A=1.438 in. 0.055" o Ix=15.427 in' SCALE: 2"=l'-0" U) >- --i 0 N w 88�`P Sx=4.408 in. o 5;x 2"x 0.044"PATIO SECTION_ o.t2s WT=1.648 p.l.f. $ Ix=t94o in.' "' ~ 0 W `o WT=0. I.f. a o w Z U Z Q Sc = - Ix=1.984 in.' `0 6063-T6 0 � J 0.046' +c ( I { 00" A=0 in. o o A=2.355 in.' W 0 Z Sx=1.323 in.' Sx=0.959 in.' *2.00'* o A=0.592 in.' I I WT=0.67a p.l.f. rD w g '� p o Ix=26.481 in.' 0.044" UPRIGHT: i Z Q w O r M I =0.568 I.. 6063-T6 6063-T6 WT=2.698 p.Lf. p j V LL 1 Ix=0.276 ir' 0.082' + } z Ix=0.457 in' Sx=0.355 in.' (� _O 0 J O �' 0.055• N Sx=0.279 in? 3"x 3"X 0.125"PATIO SECTION STITCH W/(1)#8 S.M.S.@ 24"O.C. Sx=5.885 in? 0.044" + � U Il t �k co 6063-T6 STITCH W/(1)#8 S.M.S.@ 24'O.C. TOP AND BOTTOM 6063-T6 N U D- SCALE: 2'=1'0" TOP AND BOTTOM Iy=0.369 in' Sy=0.369 in? F Q w -, D m I I ' 2"x 2"x 0.055"PATIO SECTION sos3-rs cn Z co L_ c� w t. scALE: r=r-0" 2"x 7"x 0.055"x 0.120" w ti m o !f 2"x 4"x 0.046"x 0.100" SELF MATING BEAM W/INSERT w o0 0o w ( - .451 in? SELF MATING BEA SCALE: r=r-o" 1"x 2"x 0.044"SNAP CAP SECTION WITH Z U N N 1 WT=0.620 p.l.f. '�4'0� SCALE: 2"=1' STITCH W/(1)#8 S.M.S.@ 24"D.C. 2"X 2"X 0.044"PATIO SECTION cq H w TOP AND BOTTOM o Ix=0.336 in. A=1 938 in' I 0.045" + q Sx=0.336 in.' I WT=2.221 p.l.f.c1jSCALE: 2"=1'-0" J F 1 sos3-rs o Ix=4-854 in.° �`2. 0•�` 2"x 9"x 0.082"x 0.306" o 0.125" + v Sx=2.427 in? SELF MATING BEAM = ' 3"x 2"x 0.045"PATIO SECTION I 6063-T6 2.00" SCALE: r=1'-0• r k SCALE: 2"=1'-0' I N �Ikc N (D F- . _ A=0.964 in.' A=1.853 in? O rn n a ' 2.00' WT=1.105 p.Lf WT=2.123 p.l.f. ?O1 z A=0.451 in' 4"x 4"X 0.125"PATIO SECTION 0.049" + o Ix=3.691 in' c *2.00"* J o In I I €s WT=0.620 p.l.f. SCALE: 2"=1'-0" Sx=1.468 in? 3 Z 2 LL w 0.07" } o Ix=16.638 in.' W _ } G, Sx=4.157 in. f o f E o Ix=0.640 iii' L-�j 6063-T6 6063-T6 k w O O W O IS €> + Q 2.00" 2 c u. P = Sx=0.427 in? '�` rn g d Lu A=0.482 in.' o $ 3 0.045" 6063-T6E WT=0.552 p.l.f. o wa = C Or 't m ? + rl� ' Ix=0.609 in.' X C ti am w 2"x 3"x 0.045"PATIO SECTION o.050^ Sx=0.406 in.' A=3.032 in.' ° 0�; SCALE: 2"=1'-0" STITCH W/(1)#8 S.M.S.@ 24'O.C. STITCH W/(1)#8 S.M.S.@ 24"O.C. p 5 � c D rk 6063-T6 WT=3.474 p.l.f. CO TOP AND BOTTOM TOP AND BOTTOM `oo p' J y a aoo t 0 0.092" + o Ix=42.583 in. > L I m c7 Q. t ai' 2.00' 2"X 3"x 0.050"TILT SECTION 2"X 8"x 0.072"x 0.224" Sx=8.504 in? m m _ i' t 2"x 5"x 0.050"x 0.120" >_ it gsg A=0.685 n.' SCALE: 2"=r-o" SELF MATING BEAM 6063-T6 O m w l t; WT=0.786 p.l.f. 2.00" SCALE: T=1'-0" U' z O k Ix=1.393 t,.' SELF MATING BEAM Z o SCALE: 2"=1'-0" m $ A=0.582 in? STITCH W/('n w ca m 0.050' + Sx=0.697 in.' #8 S.M.S.@ 24" w J t- O WT=0.667 p.l.f. 2,00" O.C.TOP AND z v z i Itif 6063-T6 c Ix=1.228 in.' BOTTOM z a 0.050" Sx=0.614 in? W N l �} 's 2"x 4"x 0.050"PATIO SECTION 6063-r6 � A=1.095 in.' 2"x 10"x 0.092"x 0.369" o a SCALE: 2"=r-o" - o WT=1.255 p.l.f. SELF MATING BEAM - ,i 2"x 4"x 0.050"TILT SECTION 0.050' + o Ix=5.919 in.' SCALE: r=r-0• o 2.00" `d Sx=1.965 in. 5 ! '�` SCALE: 2"=1'o' N O O! t�si z I I 6063-T6 1 t9 A=0.954 iii' o w SEAL WT=1.093 p.l.f. w t' o Ix=2.987in.' O SHEET i I t kr ',` - 0.06r + o Sx=1.195 in.' STITCH W/(1)#8 S.M.S.@ 24"O.C. z t)a 6063-T6 TOP AND BOTTOM w 11 z { 2"x 6"x 0.050"x 0.120" a tj SELF MATING BEAM w ,lr 2"x 5"x 0.062"PATIO SECTION 12 m Yt SCALE: 2"=1'-0' - SCALE: T=1'-0' 12-Ot-2009 OF 0 JAI , s Table 9.1 Allowable Loads for Concrete Anchors GENERAL NOTES AND SPECII=ICATION$: Table 9.2 Wood&Concrete Fasteners for Open or Enclosed Buildings Table 9.3 Wood&Concrete Fasteners for Partially Enclosed Buildings N Embedment Min.Edge Dist & Loads and Areas for Screws in Tension Only Loads and Areas for Screws in Tension Only 1. The Section 9 tables were developed from data for anchors that are Screw Size Depth Anchor Spacing Allowable Loads Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind Zone(27.42#/SF) t Maximum Allowable•Low and Attributable Roof Area for 120 MPH Wind Zone(35.53 1111 SF) considered to be"Industry Standard"anchors. The allowable loads are d=diameter (in.) 5d(in-) Tension Shear For Wind Regions other than 120 MPH,Use Conversion Table at Bottom of thispage) based On data from ectal s from POWERS FASTENING,INC.(f2AWL CONNECTING TO:WOOD for OPEN or ENCLOSED Buildi For Wind Regions other than 120 MPH,Use Conversion Table at Bottom of this page) , °D 09 ZAMAC NAIUN(Drive Anchors) CONNECTING TO:WOOD for PARTIALLY ENCLOSED Buildings PRODUCTS),other anchor suppliers,and design Criteria and reports from 114' 1.1/2" 1-114" 273# 236# Fastener Length of Number of Fasteners Fastener Length of Number of Fasteners xx - �t, t the American Forest and Paper Products and the American Plywood 2" 1-714" 31 236# Diameter Embedment 1 2 3 4 Diameter Embedment 1 2 3 4 LL LL ( Association TAPPER Concrete Screws 1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF 1• 264#-7 SF 5251!-15 SF 792#-22 SF 1056#-30 SF ® l2* i"Tr't`(`( 2. Unless Otherwise noted,the following minimum properties of materials 3116" 1-114" ISIS" 268# 167# 1/4"o 1-12" 396#-14 SF 792#-29 SF 1188#-43 SF 7584#-58 SF E < a ;(' 2-1PL" 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF 114"s 1-12" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF were used in Calculating allowed loadings: 13f4• 15/16" 371# 259# 2-1/r 660#-19 SF 13209-37 SF 1980#-56 SF 2640#-74 SFlessIQ 0) d� A. Aluminum; 172• t-114" 1-714" 427# 200# i• 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF O 1. Sheet,3105 H-14 Or H-25 alloy " 1-1/2" 1 6" 5 qp2# SI16"e 1-1/2" 468#-17 SF 936#-34 SF -1404#-51 SF 1872#-68 SF 1" 312#-9 SF 6240-18 SF 936#-2fi SF 1248#•35 SF 0 } 5116"e 1-12" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF m O 2-12` 780#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF p a? 2. Extrusions,6051 T-6 alloy 2-12" 780#-22.SF 1560#-44 SF 2340#-66 SF 3120#-88 SF l 4 1' 356#-738F 712#-26 SF 706&1-398F 1424#-52SF a F; B. Concrete,Fc=2.500 psi 28 days 1.314• 3-3/8" 703# 455# 1" 356#-10 SF 712#-20 SF 7068#-30 SF 1424#-40 SF z O POWER BOLT(Expansion Bolt 0 1-7/2" 534#-79 SF 1068#-39 SF 1602#-58 SF 2136#-78 SF 3 (r F (<. C. Steel,Grade D Fb/c=33.0 afro t-112• 534#-115 SF 1 1068#-30 SF 7802#-45 SF 2136#-60 SF ¢ { 1!4" Y 1-114" fi24# 261# 2-112• 890#-32 SF 1780#-65 SF 2670#-97 SF 3560#-130 SF Q Y Z 9 2y#.1 D. Wood; 2-112' 890#-25 SF 1780#-50 SF 2670#;.TS SF 356(!#•100 S z } !p 1. Framing Lumber fl2 S.P.F.minimum 5116" r t-718" 936# 751# ONNECTING TO:CONCRETE in.2500 psi for PARTULLLY ENCLOSED$Widf f J ¢ N 9 CONNECTING TO: CONCRETE in.2,500 for PARTIALLY ENCLOSED BuildingsL m Ili 2.Sheathing,1/2.4 I CDX or 7/16"OSB ala" 3-tri" 1-9116" 1,575# 1,425# Fastener Length of Number of Fasteners 1""' m N g ply Futenar Length of Number of Fasteners i/2* S" 2-112` 2,332# 2,220# Diameter Embedment 1 2 3 4 3 s)� Diameter Embedment 1 2 3 4 - 3. 120 MPH wind load was used for all al owable area calculations. POWER STUD (Wedge-Bolt®) TYPE OF FASTENER="Quick Ser concrete Screw Zamae Nairn or (valent o 0 4. For high velocity hurricane zones the minimum live load/applied load shall OF FASTENER='Quids Ser Concrete Screw Rawl Zamae me In or E 'liaknt H S n€ 9 ty 114" 23/4" 1-1/4` 612# 326# 1/4`e 1 d2" 273#-10 SF 546#-20 SF 819#-30 SF 1092#-40 SF 1/4"e 1.1/2" 233#-8S F 466#-17 SF 699#-25 SF 932#-34 SF rn rn be 30 PSF. 318" 4-114` 1-TIB' 1,358# 921# 2" 316#-12 SF 63211-23 SF 948#-35 SF 1264#-46 SF y 2701-10 SF 1 540#-20 SF 1 810#-30 SF 1 1080#-39 SF 5. Spans may be interpolated between values but not extrapolated outside 12" 16" 1 2-12" 2,271# 1,218# TYPE OF FASTENER=Concrete Screw Rawl Tapper or EquivalentU walUBS 518• T 2-114" 3,288# 2,202# 311se 1-1/4" 2 - - t SF 864#-32 SF 1152#-42S TYPE OF FASTENER=Concrete Screw Rawl Ta or E uivelant O . z t 3//6"e 142" 246#-7 SF 492#-14 SF 738#-21 SF 984#-28 SF -� 6. Aluminum metals that well COnle in contact with ferrous metal surfaces or We a Bolt 4' 371#-14 SF 742#-27 SF 111 - - SF 13/4" 317#-9 SF 634#-16 SF 951#-27 SF 1268#-36 SF } concrete/masonry products or pressure treated wood 1/4" 2-72' 2-114" 678# 385# 1/4 a 1.7/4" 365#-13 SF 730#-27 SF 7085#-40 SF 1460#-53 1/4"e 1-12 365#-10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF shall be Coated w/two Coats of aluminum metal-and-masonry paint Ora 3/8` 342" 3414" 1,705# 916# 1314" 427#-16 SF 854#-31 SF 1281#-a7 SF 1708#-62 J 12" 4" 3-3/4" 1,774# 1,095# - - 1-3/4" 465#-13 SF 930#-F.SF 1395#-39 SF 1660#-52 SF Q Z g ! Coat of heavy-bodied bituminous paint,or the wood or other absorbing e - -37 SF 2 -75 SF 3/8"0 1-12• 437#-12 SF 874#-25 SF 1311#-37 SF 1748#•49 SF Q W 1 t } material shall be painted with two coals of aluminum house paint and the Notes: 13/4" 703#-26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF d t� 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 Solt or Equivalent E OF FASTENER=Expansion Bolts Rawl Power Bon or E uivafent Q W 0 materials shall be as listed in section:!003.8.4.3 through 2W3.8.4.6 Of the 2.Values listed are allowed bads with a safety factor of 4 applied. Allowable Load Covarsion Multipliers 2.12• 18 SF 2100#-77 SF 3150#-115 SF 4200#-153 SF pli 318"e 2.12" 1205#-34 SF 2410#-68 SF 3615#-702 SF 4820#-136 S Q W z } 3.Products equal to rawi may be substituted. 3-12 Jr75#-57 SF 3150#-715 SF 4725#-172 6300#-230 Sf r�31 Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. for E Distances More Than 5'd 3-1/2 1303#-37 SF 2608#-73 SF 3909#-110 SF 5212#-147 S Z Q Z l f(lei 4.Andlors receiving bads perpendicular to the diameter are in tension. O W 7. All fasteners or aluminum parts shall be corrosion resistant such as non 5.Allowable loads are increased by 1.00 for wind load E Multi Ilea 12"e 3' 1399#-51 SF 2798#-102 S 4197#-153 S 5596#-204 SF W (,) O m P 12"0 3• 1806#-51 SF 3612#-102 5418#-152 SF 7224#-203 SF Distance Tension Shear 5" 2332#-85 SF 4664#-170 SF 6996#-255 9328#-340 SF O magnetic stainless steel grade 304 or 316;Ceramic coated,double 6.Minimum edge distance and center to center spacing shall be 5d. 5" 1993#-56 SF 3986#-112 S 5979#-168 SF 7972#-224 SF - �. ul 1 a� zinc coated or powder coated steel fasteners.Only fasteners that are 7.Anchors receiving loads parallel to the diameter are shear loads. Sd 1.00 1.00 Note: WIND LOAD CONVERSION TABLE: Note- W n Z N W b ik 8.Manufacturers recommended reductions for edge distance of 5d have been fid 1.04 1.20 1. The minimum distance from the edge of the For Wind ZoneslRegions other than 120 MPH 1.The minimum distance from the WIND LOAD CONVERSION TABLE: U i warrantied as corrosion resistant shall be used;Unprotected steel fasteners edge of the Q (n (� z applied. 7d 1.08 1.40 concrete to the concrete anchor and spacing (Tables Shown), concrete to the concrete anchor and sparing For Wind Zones/Regions other than 120 MPH O Q W k shall not be used. Example:. between anchors shall not be less than 5d where d multiply allowable loads and roof areas by the Cil J_ I'- W 8. An structure within 1500 feet of a salt water area; ba or ocean shall 8d 1.71 1.60 between anchors shall not be less than 5d where d (rabies shown),mxatiply allowable loads and roof J W y (bay ) Detemrire the number of concrete anchors required for a pool is the anchor diameter. conversion factor. W Z 3 t i 9d 1.14 1.80 is the anchor diameter. areas by the conversion tactor. Q Z Z have fasteners made of non-magnetic stainless steel 304 or 316 series. enclosure by dividing the uplift load by the anchor allowed load. 2.Allowable roof areas are based on loads for W g s , s tOd 1.18 2.00 WIND APPLIED CONVERSION 2.Allowable loads Have been increased by 1.33 for Z W m t 410 Series has not been approved fa use with aluminum by the For a 2"x 6'beam with: Glass!Enclosed Rooms(MWFRS);I=1.00. REGION LOAD FACTOR wind loading. WIND APPLIED CONVERSION W I Q W O i€ Aluminum Associaton and should not the used. spacing=T-0.O C. 11 d 121 3.For partially enclosed buildings use a multiplier lo 3.Allowable roof areas are based on loads for REGION LOAD FACTOR U) Z allowed span=20'-5•(Table 1.1) 12d 1.25 - roof areas pf 0.17. 100 26.6 1.01 Q J f }) 9. An project covering a with a sale:water chlorination disinfection Glass/Partially Enclosed Rooms(MWFRS)I=1.00 100 25 1.22 U Z Q O Y Pr 1 9 P� UPLIFT LOAD=12(BEAM SPAN)x BEAM s UPRIGHT SPACING 4. For sections 1&2 multiply roof areas by 1.30. 110 26.8 1.01 D W LL d to 1 i E f system shall use the above recommended fasteners.This is not limited to 4.For Glass I Enclosed Rooms and Sections t&2 110 3o l A 1 1 §, y NUMBER OF ANCHORS= 1/2(20.42 x T x 110#/Sq.Ft. 120 27.4 7.00 use a multiplier to roof area of 1.30. � W a W 120 35 1.03 t {` r base anchoring systems but includes all connection types. ALLOWED LOAD ON ANCHOR 123 28.9 0.97 )- (� J D f +#G gg NUMBER OF ANCHORS= 714.70# =1.67 130 322 0.92 123 37 1.00 133 42 0.04 c U LL U) W li.. 427# 140-1 3a. 7.3 0.86 fn O 6 SECTION 9 DESIGN STATEMENT: Therefore,use 2 anchors,one(t)on each side of upright. tao-2 37.3 o.as 140-1&2 ore o.ee o O W a' The anchors stems in Section 9 are designed for a 130 MPH wind load. 150 42.8 0.60 150 56 0.87 Z N O 1 f - Y g Table is based on Rawl Products'allowable loads for 2,500 p.s.i.concrete. N tt Multipliers for other wind zones have been provided.Allowable loads include a. _ i + g 133%wind toad increase as provided for it The 2007 Florida Building Code With Q >� W 1; 6 2009 Supplements.The use of this multiplier is only allowed once and I have Table 9.50 Allowable Loads&Roof Areas Over Posta Table 9.6 Maximum Allowable Fastener Loads J > i w u Table 9.9 Minimum Anchor Size for Extrusions F Mi selected anchoring systems which include strapping,nails and other fasteners. Q x ill for Metal to Metal,Beam to Upright Bolt Connections for Metal Plate to Wood Support Wan Connection t O nor Enclosed Structures Q 27.42#ISF fe to P Extrusions wall Metal t Concrete Wood = F Mr 12`4 1, 5J8`4 3/4"4 PlyY x 10• i/4• #14 1/4' 11/4' I_ x tpt.. ➢ - Shear Pullout Shear Pug Out Shear Pull Out t diam. min.edge min.ctr- No.of Fasteners/Roof Area S 2"x 9` 114" #14 1/4' 1/4• 1 distance to ctr. 1 I Area 2/Area 3/Area 4/Area Screw 0 lbs. los. lbs. los. los. lbs. 2"x s' 114" #12 1/4• #12 Table 9.4 Maximum Allowable Fasf:ener Loads of 1!4' 1/2' 518` 1,454-53 2,906-106 &,362-155 5,819-272 93 111 173 59 134 71 Y x T 3NB• #10 3/16' #10 (O - ( E, for SAE Grade 5 Steel Fasteners Into 15005 T-5 Alloy Aluminum Framing #to too 120 tis ta7 7& r- a 5/16" 3172 7/B• 1,894-69 3,788-138 5,682-207 7,578-276 z"x 8'or Isss 3176" #B 3/16• #8 C7 rn (As Recommended By Manufacturers) #12 118 131 78 143 9a k 2 a Z 318" 3!4• 1• 2,272-62 4,544-166 6,816-249 9,088-331 Note: Self-Tapping and Machine Screws Allowable Loads Tensile #74 132 745 88 157 105 Wall,beam and u minimum anchor sizes shall be used for super utter LL � "1 0 g tt 12" 1• 1-114" 3,030-110 6.060-227 9,090-332 12,120-442 upright Per 9 W O S Strength 55.000 psi;Shear 24,000 psi connections. O 2 LL W fi Table 9.7 Aluminum Rivets With Aluminum or Steel Mandrel Z J ti screwBbR Allowable Tensile Loads ah Serews.for Nominal Wali Thickness(Y')(lbs.) Table 9.5B Allowable Loads&Roof Areas Over Posts Aluminum Mandrel Steel Mandrel k W (7 rte X O 08 GAA 122 139 153 200 2za 255 for Metal to Metal,Beam to Upright Bok Connections Rivet Diameter Tension lbs. Shear Tension lbs. Shear Table 9.10 Alternative Anchor Selection Factors for Anchor f Screw Sizes - a W c Ii = S k 14 Partiall Enclosed Structures @ 35.53 NSF 118" 129 176 210 325 Metal to Metal J p t ° 3 1H0 0.790' 141 161 177 231 263 295 - Z 1»r X12 0.210" 156 178 196 256 291 327 Fastener Al 187 263 340 490 a G 1= m + ;( #14 0.250" 186 212 232 305 347 389 529 Anchor Size #B #10 #12 #14" 5116" 3/8' N 0: o O % - diem. min.edge min.ch. No.of Fasteners/Roof Area S 3MV 262 375 445 720 C d v W 1/4" 0.240" 179 203 223 292 333 374 508 distance to ctr. 1/Area 2!Area 3/Area 4/Area #8 1.00 o.a0 0.58 0.46 0.27 0.21 OW C U n U - + 5116" 0.31125" 232 265 291 381 433 496 661 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to 'Co :n 0 1/4" 12' 518" 1,454-41 2,908-82 4,362-125 5,819-164 #10 0.60 1.00 0.72 0.57 0.33 0.26 a I .` 3/8" 0.376 279 317 349 457 520 584 793 Wells,Uprights,Carrier Beams,or Other Connections m ti ro O r 5116" 318" 7/8" 1,894-53 3,788-107 5,882-160 7,576-213 !H2 o.5a 0.72 1.00 0.78 0.46 0.36 ¢ a t };,{{ 112• oso" 373 a23 46,. 609 893 775 1057 T" y4• t` 2,272-64 &,544-128 6,916-192 5,088-2513 120 mph"C"Exposure Vary Screw Size w/Wind Zone Use Next Larger Size for"C` a o.as 0.57 o.7a 1.00 os9 0.46 LLI 47 `ro a Allowable Shear Loads on Screws for Nominal Wall Thickness f17(lbs. 12" t' 1144 3,030-85 6,060-171 9,090-256 12,120-341 Exposures 5116• 0.27 0.33 0.46 0.59 1.00 0.79 m -r Maximum Screw/Anchor Size hn screw/Bolt Single Sheer O U [ - Notes for Tables 9.5 A.B: Attachment Type Size Description To Wali To Upright/Bea 518" 0.21 0.26 0.36 0.58 0.79 1.00 C c+> g ter , Size Nd 0.044• 0.050" 0-055" 0.072" 0.08r 0.092• 0.125" 1.Tables 9.5 A&B are based on 3 second Max Size of Beam F U o In +r #8 0-164" 117 133 147 152 218 245 wind gusts at 120 MPH;Exposure•B•;I=1.0. Allowable load Conversions upright Alternative Anchor Selection Factors for Anchor/Screw Sizes I 1 #10 0.190' 136 154 176 222 253 284 - For carports&screen rooms multiply the for Ed Distances More Than Sri 2'x 4"x 0.044" Angie 1•x 1•x 0.045 3/16• #10 3 m F- #12 0.210` 150 171 181 246 280 293 - All le Concrete and Wood Anchors Dyna Bolts(1-518_aai1-' - of f6 m O Glass!Partialry Enclosed loads&roof areas Edge Multi liars 2"x 4"x 0.044` Angle t•x 1"x 1/16'0.063 3/16" #12 ( ) r@specti Y) W J ~ € } t s #14 0.250• 179 2(13 223 292 333 374 SDS above by 1.3. ) wncrate screws:2`maximum embedment 2-114"embedment vel z (` Distance Tension Shear 2"x s x 0.07r U-channel 1-12'x 2-118"x 1-12"x 0.043' tl2' #14 Anchor ' 1/4" 0.240' 172 195 21a 281 320 358 487 2. Minimum spacing is 2-12d O.C.for Anchor Size 3/16" 114• 318" 3/16•' 12` (0 #( ¢ Sits 0.3125 223 254 z7£+.. 366 416 467 63a screws&bolts and 3e O.C.for duets. 12d 1.25 Y x 8"x 0.072" U-el:annsl 1•x 2-7/8•x t'x 0.050' S/t6• 5/16 size ?j€ 318" 0.375` 268 305- 33E�' 439 498 560 767 3. Minimum edge distance is 2d for screws, 11d 1.21 - Y x s x 0-072* Angle t'x 1'x 1/8'(0-1257 3116" #12 3116" 1.00 0.83 0.50 3/76" 1.00 - P 12' 0.50' 357 406 - 447` 585 866 747 1075 bolts,and rivets. 70d 1.18 2.00 r x 70"x 0.072" Angle 1-12•x 1-1/2'1/16"(0062) 114• #12 114" 0.63 1.00 0.59 12" 0.44-, f..W - 4 r 1 9d 1.7a t.eo. w, i•` All' eShear Loses ons Sersws for Nominal Wall Thickness 'Fl(lbs.) r x 7"x 0.072* Angle 1-12'x 1-12'3/16'(0.188") 1/4' #14 319" 0.50 0.59 1.00 1+' Q 8d t.tt 1.60 ` i Bolt Double Shear 2"x 10•x 0.072 Angle 1-12•x 1-12'11/8"(0.062*) 1!4" #14 Multiply the number of#8 screws x size of anchor/screw desired and round up to the nexbe nm ru nber 1_ 1.08 1.40 Y x T x 0.072 Angle 1-34•x 1-3/4•x 1/8•(0.1257 1/4• #14 of screws. O # -. Sia Nd D.Oa4" 0.050' 0.055" 0.072` 0.062 0.09r 0.125` }t 1!4' 0-2a0' 343 390 42F•I 561 639 717 974 O�- O�0 0 tic 1.04 1.20 r x 10"x 0.072* Uthannal 1-3/4'x 1-314'x 1-34'x 1/B' 3/8• #14 Example: 5116" 0.3125` 446 5� 5541 732 832 934 1269 Sd 1.00 1.00 n(10)#B screws are required,the number of#10 straws desired is: r x 10"x 0.072` Angle Y x 7 x 0.093• 318' 3/8' 0.8 x 10=(8)#10 0 3/s" .0.375•. 536 670-- 67(1- 878 998 1120 1522 Z a + r x 10"x 0i Angle r x 2*x 1/8•(0:126) 5116• 5116" `-_ S - }!j 12'" 0.50` 714 812 .841 1170 1332 1494 2030Ile {s Notes: 2•x 10-x 0.07r Angle 2•x 2*x 3118'(0.3137 12' 12• W p [ 1.Srxew goes through two sides ofmembers. Nota: - ,U SHEET Z _ 2.All barrel lengths;Cetus Industrial Quality.Usa manufadurem grip range to match total wall thickness t.#of screws to beam,watt,and/or past equal b depth of beam.For screw sizes use the Q Z nt connection.Use tables lo salad duet substibatioh for screws of anchor specifications in drawings. stitching screw size for beam!upright found in table 1.6. W ^ W 3.Minimum thickness nt frame members is 0.03f'aluminum and 26 ga.steel. determine angle or u channel and use higher thickness for angle or u channel than the p 2 2-For attachments use wall attachment to wall of member thickness to tu thickriess. C0 Multipliers for Other Alloys 3.Inside connectionsmembersmem members shall be used whenever possible Z 6063 T-fi 1269 i.e.Use in lieu of angles where possible. m f d=§si +. - 5052 H-25 1522 4.The thicker of One two members u channel angle should be place on the inside of the 1 2 + 4'iiz' 1 6005 T-5 I 2030 connection if possible. 12-01-2009 OF O 71 1 1 : E,