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Linkside Drive West 1611General Notes and Specifications: i . The to8owing structures an designed b be monied ro block and wood name stnx,Axes of adequate strudunl gpadry. The contrada r forme owner ShaO verity That Ore fast structure is n good condtion and of sufficient strength ro hold Un proposed adQbon. 2. H there is a question about the host structure, the owner (at tys own experue}shat hire an architect, engineer, a a certified horse inspection company b verify host stnrchxe capadry. 3. The structures designed using Nis section shall be limited to a maximum projection of 1G ~bom the fast strudure. Freestanding stnutures shall be limited to the maximum spans and sae fmRs of compor>eN parts. Larger Nan these limits sfutl (rave site speafx: engineering. 4. The following rules apply ro attachments involving mabrle and manufactured tames: a. SWdures to De placed adjacent b a mobile I manufactured bane bolt pnor ro 1994 shat use'-orxth wal- constn,dion' a shat provide detailed plans of the mobile 1 marrrfachxe0 home and inspection report along with addition plans to site specific review and seal by the ergirteer. This applies b a0 screen I glass roams and ! a stnrchxes ro be attached. b. 'FouAh oral construction' means Ne addition st-al be free starxfing wiN or>ly the root tlashug of Ne two units being attad>ed. The most common'fourth oral construction' is a post a beam frame a~acerd b the motile ! manufadured bane. The same span tables can De used as fa the front oral Dean. For (axttr oral beam use Ilk Wirier beam table. The post sf>al be sized aocadxg b Vrs rnarwral andlor as a mirAnwm be a T x 3' x 0.050' wiN an 18' x 2' x 0.044' knee brace at each end of the beam. c. Fa mobile /manufactured homes built oiler 1994. structures maybe attached. provided the project follows Cie plan provided ~ this manual. The contractor !owner shat provide verification that IM strlydural system ~ the host stnrdrxe is adequate to die addition b De attached. d. h the mobk ! manufactured home manutadurer certifies in writing tllat the n,obie Larne may be attached b, 0>en a 'touts walF is NOT required. S. Section 7 contairu span tables and Ne attadvrrertt details fa pans and canposite panels. 6. Saeen wags between existing orals. floors. and teifmgs are considered 'mfils and shat be slowed and heights Shah De sdeded from the same tables as to oNer screen wall. 7. When using TEK saews in lieu o! S.M.S., lager screws must be used b cortrper~saled fa dill head. 8. Fa high velocity hurricane zones Ne minimum Ive load !applied load stral De 30 PSf. 9. Aw speafied anctars are based on an enclosed building with a i5 projection and a 7 over Twig fa up b a wind vebaty of 120 MPH. 10. Spans may be interpdaled behveen values but not extrapolated outside values. 11. When notes refer to saeen roams, they shat apply to auyfc l vinyl rooms also. INTERIOR BEAM (SEE TABLES x1.3) r HOST STRUCTURE OR FOURTH WALLFRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABt.ES 3A.1.4) _ H05T STRUCTURE OR FOURTH WALL FRAME - USE BEAM TO WALL OETA~ TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Section 3A Design Statement: The structures designed for Section 3A are solid roofs wiN Screen a vinyl wall and are considered paA of an open stnrctunl system wtuch is designed to be married b an existing structure. The design wind loads used to screen b vinyl rains are ban Chapter 20 of the 2004 Florida BuiQ~rg Code. Tire bads assume a mean root height of less Than 30'; roof sbpe of 0' b 20'; I = O.TT. AI bads are based on 20 ! 20 sacen a larger. Aq pressures shov~m in the bebw table are n PSF (47SF). Negative internal pressure coefficient is 0.00 fa open strlrctrxes. Anchors fa composite panel root systems were computed on a bad widN d td and 16 projection wiN a 7 overhang. My greater toad widN shat De site spedfic. OQ~ ~,~~G General Notes and Specifications for Section 3A Tables: Sectbn 3A Daign loads for Screen, Aujrlic a Vi Rooms Conversion Tabk 3A,11 "I'I Wind Zone Conversions for Screen 3 Vinyl Rooms Fran 1~o YGH wMe Lori b erh.r. Nob 1: Franrrg systems d screen, vinyl, and glass rooms are considered b be main hams resistance compa>enls. Wind bads are listed as minus bads fa roots and pkn bads fa orals. To ConveA above wind bads b'C Exposure loads nxdtiply by 1.4. Conversion Tabk 3A-B Vtrind Zone Conversions for Over Hangs AU Room Types Fran 170 YpH WL~d Inn. to fblur. wa,d Zern YPN AyplNd load Defkctton (d) Bending (b 100 70 1.13 1.20 110 74 1.06 1.09 12o u r.oo 1.00 to 4s o9e o.9e 17o so o.9s o.93 '1<ti0A S6 0.91 O.e6 1~OB S< 0.91 O.e6 1 SO W 0 e6 0.60 Wind Zorn MPH Root. Appfiad Load DaRsction Bandlrp hISF) ~ WMs Appaad t.ad Oaaactlon eanOYq le+ssl 141 tat ,o0 19 1.09 1.if1 10 1.u ,.te 110 1t 1.06 1.09 tt t.oe 1.u 120 17 1.00 tA0 N 1.00 1.00 1n 11 0.98 0.96 1S 0.9e 0.9T 170 1S 0.95 0.93 ti 0.96 091 1~W1 17 0.91 O.eT 1t 0.92 O ee 1108 11 0.90 O.eS 11 0.92 O.ae 1so >o a.76 0.66 :1 o.et o.e2 Conversion Tabk 3C Conversion Based on Mean Height of Host Structure fa Open Structures w! Sopd Roofs c.an ..k,.~~.. •a- U ..a,.u.. •r Mean Host Sbrudurs Hsi t OelMction Idl BanQiny l a ro 1rr o.sr o 91 1S-0' to 2G-0' 0.92 O.ee 25'-0' re 70'-0' O e9 O.eS i_ , ~_ . (: ~.! r' . . . ~. ~ ~ ; ~z ,~; ~ r NOV ~ ', ?bOt l~ +)$ 4 y `~ EDGE BEAM (SEE TABLES 3A.1.1 a 3i112> tw FDR MAX H. U IGHT (h) 1' ~ T ~- MM 3-ir1' SLAB ON GRADE VARIES OR RAISED FOOTING FOR FOOTINGS SEE DETAILS) TYPICAL SCREEN, ACRYLIC OR VINYL ROOM WI SOLID ROOF NP. FRONT YtEW FRAMING ' {HEIGHT OF UPRIGHT S MEASURED FROM TOP Of 1' x T' PLATE TO BOTTOM OF WALL BE~4M) 1W LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION p~ ~p~• ~ FASCIA ALLOWED SfZE BEAM ANO UPRIGHTS (SEE SECTION T FOR DETAILS) (SEE TABLES) w ~ O.H. SO110 ROOF Z ~, ~ vJ x ~ NO MAXIMUM w y (ELEVATION SLAB OR GRADE) ,~_ P =PROJECTION FROM BLDG. VARIES VARIES lw ^ LOAD WIDTH ,. 'P' VAR~S NOTES: ANCHOR 1' x 2' OPEN BACK EXTRUSION Wl 111' x 1-114' CONCRETE FASTENER MAX. OF ?-0' O.C. ANO W1 IN G EACH SIDE OF UPRIGHT ANCHOR 1' x 2' TO W000 WALL W1110 x 2-1? S.M.S. Wf WASHERS OR If10 x 2-1?WASHER HEADED SCREW T-0' O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR WI ANCHOR CLIPS ANO (?) ~e SCREWS W! WASHERS ~ EACH POINT OF CONNECTION. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF PR OR P2.O.H. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A1.3 ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WINO ZONES USE TttE FOLLOWING CONVERSION: 100.123 130 140 150 lf8 aY10 ti12 ft12 TYPICAL SCREEN ROOM SCALE: tr8' =1'-0' Fi~E corn oT-oa-2oo4 J Q ~Z ~QW Opp OZO ~(~U ~ J~UrZJ }WZOQ ?p-~,F- ~ ~-W ,aN-pp W~WQ U~mvco J~QD }. F- o Z ~UONp Up~?-1=. Q~OQU I-J~w ZN~ U Who Who ~ZN U- tn ~ J Q t. W 2N *'~ ~ N ll. J ~ ~ J h~ av ~~~ C =°~~ mn C~tu~^rQ U c~ aomm m ~ ~~^~ r->>W°o W ~w~zv JO 0•• ULL'ma~ U w+~'~ C iNw ~ ro0 Wm 3 J ~ O > ^~ J i,1`1 PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY d MOTOR VEHICLES DMSION OF tu~TOR VEHICLES RULE 150-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFK:ATIONS ARE DESIGNED TO BE MARRIED TO CONVENTK)NALLY CONSTRUCTED HOMES ANO l OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2001 EDITION. JOB NAME ADDRESS: DRAWING FOR ONE PERMR ONLY S ~4 EAL SHEET 2004 OF 8 ~n V ti PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING (4) #8 x 112' S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W11' x 1' x r ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE r x r x 0.032' MIN. HOLLOW RAIL I' x r TOP RAILS FOR 51DE WALLS NITH MAX. 3.5 LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE ~• UPRIGHT SPACING 100 T-0' 11o s•r 120 5-3' 123 s'-1' 130 5'-B' 140 5'-1' 150 4'-11' INTERNAL OR EXTERNAL 'L' CLIP OR 'U' CHANNEL CHAIR RAIL ATTACHED TO POSTW! MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1!4• x 2-117' BOTTOM W! 1' x 1' x r x 1116' CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AT 24' O.C. MAX. OR 0.045' ANGLE CLIPS EACH SIDE AND MIN. (4) #tOx 112' S.M.S. THROUGH ANGLE AT 24' O.C. MAX 1' x r x O.D3r MIN. OPEN BACK EXTRU510N MIN. 3-112' SLAB 2500 PSI . CONC. 6 x 6 -10 x 10 W.W.M. ~ a ~ •: 1-118' MIN. IN CONCRETE OR FIBER MESH VAPOR BARRIER UNDER CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: r =1'-0' ALTERNATE CONNECTION DETAIL 1' x r WITH BEAM 1 HEADER (3) #10 x i-112' S.M.S. INTO SCREW BOSS (2} #10 x 1 112' S. M. S. INTO ANGLE CLIPS MAYBE SCREW BOSS SUBSTITUTED FOR INTERNAL ANCHOR 1' x r PLATE TO SCREW SYSTEMS CONCRETE WI 114' x 2-11r CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH MIN. (3) #10 x 1112' S.M.S. POST AND 24' O.C. MAX. INTO SCREW BOSS MIN. 3.112' SLAB 2500 PSI o-- 1' x r EXTRUSION coNC. s: s -1o x 1o w.w.M. OR FIBER MESH • . ~ ' ' 1.118' MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL ANCHOR 1' x r CHANNEL TO CONCRETE WITH 1!4" x 2-114'CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-11r SLAB 2500 PSI coNC. sxs-1ox1o w.w.M. oR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM (4) #10 x 112' S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE rxrORrx3'OR2'S.M.B. POST MIN. (4} #10 x 112' S.M.S. ~ EACH POST 1'x2' EXTRUSION 1-116' MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: r =1'-0' ANCHOR RECENING CHANNEL TO CONCRETE WIFASTENER (PER TABLE) WITHIN 6' OF - EACHSIDE OF EACH POST ~ 24' O.C. MAX. MIN. 3.112' SLAB 2500 PSI CONC. 6 x 6 -10 x iD W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE rxrORrx3'POST #8 x 9116' TEK SCREWS BOTH SIDES 1' x 2.116' x 1' U-CHANNEL OR RECEMNG CHANNEL CONCRETE ANCHOR (PER TABLE) 1.116' MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION • DETAIL 1 SCALE: r =1'-0" 1' x 2-118' x 1' U-CHANNEL OR r x r OR r x 3' POST d RECENING CHANNEL #8 x 9116' TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE WIFASTENER (PER TABLE) WITHIN 6' OF - EACHSIDE OF EACH POST ~ 24' O.C. MAX. #B x 9116' TEK SCREWS BOTH SIDES 1' x 2.116' x 1' U•CIWJNEL OR RECENING CHANNEL MIN. 3.112" SLAB 2500 PSI coNC. s x s -1o x 1o w,w.M. OR FBBER MESH VAPOR BARRIER UNDER CONCRETE CONCRETE ANCHOR (PER TABLE) 1-116' MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION • DETAIL 2 SCALE: r =1'-0" EDGE BEAM 1' x r OPEN BACK ATTACHED TO FRONT P05T Wl #1D x 1-112' S.M.S. MAX. 6' FROM EACH END OF POST AND 24' O.C. FRONT WALL GIRT 1' x r OPEN BACK ATTACHED TO FRONT POST Wl #10 x 1.112' S.M.S. MAX 6' FROM EACH END OF POST AND 24' O.C. ALTERNATE CONNECTION: '2) #10 x 1.112' S.M.S. NROUGH SPLINE GROOVES IIDE WALL HEADER 1TACHED TO 1' x r OPEN u-CK wl MIN. (2) #10 x 1-112' I.M.S. IDE WAIL GIRT ATTACHED TO ' x r OPEN BACK wl MIN. (3) 10 x 1-112' S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ,ONCRETE W1114' x 2-114' ~ONCRETEIMASONRY 1JCHORS ~ 6' FROM EACH OST AND 24' O.C. MAX. AND IALLS MIN.1' FROM EDGE OF ~ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: r =1'-0' COMPOSITE ROOF PANELS: (4)1!4' x 4' LAG BOLTS W! 1.114' FENDER WASHERS PER 4'-0' PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES r x 2' OR r x 3" HOLLOW GIRT AND KICK PLATE r x r HOLLOW RAIL POST ATTACHED TO BOTTOM W! MIN. (3) #10 x 1-1f1' S.M.S. IN SCREW BOSSES RISER PANELS ATTACHED PER CHAPTER 7 HEADER ATTACHED TO POST Wl MIN. (3) #10 x 1.112' S.M.S. IN SCREW BOSSES 2'xr,rx3'OR3'xr HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 12 S.M.S. IN SCREW BOSSES 1' x r OPEN BACK BOTTOM RAIL 114' x 2-114' MASONRY ANCHOR @ 6' FROM EACH POST AND 24' O.C. (MAX.) J Q NZ ~QW Opp pZ0 ~(~U u1 -3NOZJ }WZOQ ?p--F- ~ (] E' W ~(nJQO W~WQ V~maM ~~Qo ~, F- o Z ~VONp V~~~H- Q~oQ~ •F"J~W ZNU- ~ W~d• WHO 0'ZN U- ~~ J Q r W N ' ~` N IL j ~ y~ ~ oLL" ~ V ~ C ~~~ z m~ C WQ~~ ~ ~ m (~ cD = ~ ~ "~ r J w~v~ . ~ WOZ~ W JON LL ~ .i. a~ ~~a~ V W~JLL !` 2NF ~ ~fl Wm 3 J ~ o >a •J v /'1 SEP 0 1~17,~04_~~ HEET 07A8-2004 OF scALE: r = r•o' TYPICAL UPRIGHT DETAIL SCALE: r =1'-0' UNIFORM LOAD I a A B SINGLE SPAN CANTILEVER UNIFORM LOAD 1 I A B C 2 SPAN UNIFORM LOAD ! A 8 10R SINGLE SPAN UNIFORM LOAD ! ! ! A B C D 3 SPAN UNIFORM LOAD ! I ! ! A B C D E 4 SPAN NOTES: 1) I =Span Length a =Overhang Lertglh 2) All spans listed in the IaWes are for equally spaced distarltxn between supports a atlcha points. 3) Hogow extrusions shall not be spliced. 4) Single span beams sha0 only De spliced at the quarter points and splices shat be staggered. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. (3' L) D (2 851156' L) C (1171!256' L) B (1851156' L) A (1711256' L) ! t ! ALLOWABLE BEAM SPLICE LOCATIONS SINGLE SPAN BEAM SPLICE ~ 114 POINT OF BEAM SPAN ALL SPLICES SHALL BE SCALE: N.T.S. d = HEIGHT OF BEAM BEAM SPLICE SHALL BE MINIMUM d - .50" STAGGERED ON EACH d•.50' d-.517 1' MAX. SIDE OF SELF MATING BEAM PIATE TO BE SAME + + + + + + .7 THICKNESS AS BEAM WEB - ~. d PLATE CAN BE INSIDE OR ,75' OUTSIDE BEAM OR LAP CUT + + + + + + + + DENOTES SCREW PATTERN 1"MAX. NOT NUMBER OF SCREWS HEIGHT 2 x (d - .507 LENGTH Nlrimum Dfstanu and Sadna of Semra ~+' ~ ~ Edpe To Cmbr Curter To Cerda Gusset Plate Thkknaa (m•1 gds m. 2-112ds Bam Site Thkknass +re 0.16 316 7116 r x r x o.oss' x 0.120"' 1f 76' = 0.063' 110 0.19 3ro 112 r x i' x o.oTr x o224• fro' =o.us e12 021 Tn6 arts r x 9• x o.oTr x o221• 1ro• =o.12s• kt1a114' 0.25 112 Sro rx9'x0.06rx0..306' 116'•0.125' 5116' 0.313 Sro 311 r z 10' x 0.09r x 0.369' 1k' ^ 025' • Refer: m oath side d sp6u. "Uaetarxl'andrx8'alw Nob: 1. AI gwsN poles shat be a mirrinxxn 5052 H•32 Ahoy a have a minimum yield of 23 lest. TYPICAL BEAM SPLICE DETAIL SCALE: 1' =1'-0' Table 3A.1.1.110 Allowable Edge Beam Spans • Holbw Extrusions ' for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 114iSF (36 >w5F for Max. Cantilever) Aluminum Alby 6063 T4i rx2"x0.014 " I'xrx0. 055' Losd Max. Span'L' 1(Dendin b' a defkction'd} Load Max. Sgn'L' f (bendin b' or denection' Width (R•) 18 2 Span 3 Span /Span Msx. Canlllevar 1Nidth (ft.) 1 i 2 Span 3 Span 1 Span fix' Candkvar s 5.4• d 5•r d o-!' d r-r d s s•6' d f;-1r d T-1• d r•r d ti 5'•0' d 5-r d S•4' d 1'-0' d 6 5'i' d S•T d 1i•6' d 1'•1' d 1 1'-g' d 5-11' d 5.11.0 0'•11' d T 5'-t' d 6'•3' d ti•4' d 1'-0' d 1 4'•T d 5'-0' d 5•T D 0.11' 0 1 4'•10' d 5'-11' d S-1' b 0-t t' d 9 1'-5' d S'-S' d S-3' b 0'•10' d 9 4'•B' d 5'-7 d 5'•7 D 7-11' 0 1D 4'•3' d 5'•7 b 4'•11' b 0.10' d 10 4'•6' 0 5'•6' d S'-S b 0-tt' d it 4'•1' d 4'-11' b 1'-7 D 0'•10' d 11 4'•4' d 5'1' d 5'•r b 0'•10' d 12 3'•11' d 4'-8' b /'-T b 0'•10' d 12 4'•3' d 5'•7 b 4'•11' b 0-10' d ~"x2"x0.015 " 3'x 'x0. 010 load Max.Span'L'1(Mn~n b'adeflecdon' load Max.Span'L'! bendin b'ordefleMion' Width (R•) 18 T Span 3 Span 4 Span Max. Cantilever Wdth (ft.) 1 i 2 Span 3 Span /Span Max. Candkver S 6'-0' d T•S d T-T d 1'•r 0 S 6'-g' d 8'•5' d 8'-r d i'1' d 0 5'$' d T-0' d 7'-T d 1'•7 d 6 fi•5' d T-11' d 8'-0' d 1'•3' 0 T S'-S d 6'-0' d 6'-10' d 1'-1' d 1 6'•1' d T4i d T-0' d 1'•3' d 1 S'-r d 6'-4' d 6'-b' d 1'-0' d 1 S•1D' d T'-7 d T•4' d 1'-r 0 9 4'-11' d 6'-r d 6'-3' d 7.11' d 9 5'•T d 6'-1t' d T-0' d 1'•1' d 10 4'-9' d S'-11' d 5'•11' D 0.11' d 10 5'S' d 6'-0' d 5-9' d 1'-1' d 11 1'-6' d 5'-9' d 5'•9' 0 0.11' d 11 5'-3' d 6'•5' d 6'-r d 1'-0' d 12 1'-6' d S'-T d 5.5' b 0.11' d t2 5'•1' d 6'-3' d G-S d i'-0' d x3"x0. S x1'R0. 0 load Max. Span '!'! (bendi n b' a de0 acdon'd') load Max. Span'L' 1(berrdrng b' a defkttlon'd) WbGr ~ 112 Span S Spsn /Span Cm~tllevm YYldth ~') 1 i 2 Span 3 Span 4 Span Cmt ~ S T•6' d 7-3' d 7.5' d 1'•b' d 5 7-0' d 11'•11' d 17•r b 1'•11' d 6 T-0' d 6'-6' d B-0' b 1'•5' d 6 7•i' d 11'•3' d 11'•1' b 1'-10' d 7 ti •6' d 0-1' d 7.1' b 1'•4' d T B'-B' d 10$' D 10.3' b 1'•9' d 6 6'-S d T•9' b T•6' D 1'•3' d t 8'•3' d 7.11' b 7•T D 1'-6' d 9 6'•r d T~' D T-1' b 1'-3' 0 9 1'•11' d 9'•5' D 7.1' b 1'-r d 10 5'-11' d G-11' b 6'-7' D 1'-7 d 10 T$' d B'•11' b 8'•T b 1'-0' d it 5'-9' d 6'-6' b 6'•S b 1'•7 d 11 T-5' d 6'•6' b tr•r b 1'•6' d 12 5'-T d 5.4' b S-r b 1'-1' d 12 T•J' d 8'•1' b T-10' b 1'-5' d Nob:: 1. Above spans da not irxlude ksngth d knee brace. Add horimMal drslante hour upri~d m center d brace m beam torxroction m the above spans fa mtal beam spans. 2. Spans may De iderpobled. Table 3A1.1.120 Allowable Edge Beam Spans • Hollow Extrusions For Screen or Vinyl Rooms For 3 sewnd wind gust at 120 MPH velocity; using design load of 13 fflSF (43 fNSF for Max. Cantilever) Aluminum ADoy 6063 T•6 r x 2" x o. ol/" r x x o. oss" Load Max. Span L' 1(Dendi n b' a defl edlon'd') Load Max. 5pan'L' 1 Ibending'b' a dellection'd~ Width IR•) t i 2 Span 3 Span 4 Span Mu' GMllwer W'blh IM i 2 Span 3 Span < Span Max. Cantilever S 5.1' d ti•3' d 6'-0' d 1'-0' d S 5'1' d 6'-r d 6'•9' d 1'-1' d 6 1'-9" d 5-10' d 5'-11' b 0.11' d 6 5'-0' d 6'•3' d 5-0' d 1'-0' d 1 /'-6' a 5-r d 5'-6' D 0.11' d T /'•9' d 5-11' d 5.11' b 0.11' d t <'{' d 5'•4' D S•T b 0'•10' d 1 4'-T d 5'-D' Q 5'-T D 0.11' d 9 4'•r d S•11' b 1'•1D' D 0.10' d ! 4'-S' d 5'S d 5'•3' b 0.10' d 10 1'-0' d 4'-9' b 1'•T b 0.10' d 10 4'-3' d 5'-r b 5'-0' b 0.10' d 11 3'•11' 0 1'•6' b 14' D 0.9' d it 4'•1' d 1'•11' D I'-9' b 0.10' d 12 3'•9' d 44' h 4'•r D 0-7 d 12 3'•11' d 1'-9' b 4'-T b 0.10' d 3"x2":D. 015 3"xrx0. 0 0 Lad Max. Span'L' f Mndin b' a defection' Load Max. Span'!' 1(bendin 'b' a defkcdon' WIC (n') 18 2 Span 3 Span 4 Span Cantilever Width ~ t i 2 Span 3 Span /Span Cantl evever s s-s• a r•r d nr d rr d s s•5 a T-tr a e'-r o r-3' d S 5'I' d 6'•8' d 5.7' d 1'•t' d 6 6'-0' d TS d T•T d 1'-2' d T S•t' d 51' d B'•5' d 1'•0' d T S'•9' d T•1' d T•3' d 1'-r d 1 4'•11' d 6'-0' d 6'•r D 0.11' d 6 S'•6' d 6'•9" 0 6'•11' d 1'•1' d ! 4'$• d 5.10' d 5.9' b 0.11' d ! 5'-3' d 6'-0' d 5-B' d 1'•1' d 10 4'•6' d S'•r d 5.6' 6 0.71' d 10 S'-P d 6'-3' d fi•5' d 1'•0' d 11 4'•S' d 5'•5' b S•3' D 0.10" d 11 4'•11' d 6'•1' d 6'-3' d 0-11' d 12 4'•3' d 5'-r b S-0' D 0.1D' d 12 4'A' d 5'-11' d S•11' D 0.11' d r x 3": o. as" r x' x . oso lad Max. Span'L'! (bends b' a deMcdon'd') Load Max. Span 'l' I Ibendi b' a deMetion' widdr (R) 1 i 2 Spsn 3 Span /Span Gndkver W'ddr ~') 1 i 2 Span 3 Span 4 Span Gntlkver 5 T•1' d 8'•9' d 7.9' b 1'•S 0 S 7-r d 11'-4' d it'-7 b 1'•1D' 0 6 5.8' d /'-3' d 1.11' b 1'J' d S /'•6' d 10.1 b 10.3' D 1'•9' d T 6'd' d T-6' b T•5' b 1'•3' 0 i 1'•r d 7-9' b 7-S b t'•6' d 1 6'•1' O T-r D 6'-11' D 1'•r d 1 T-1D' d 7•r b tr-to' b 1'-r d 9 5'•10' 0 6'-9' b B•6' b i'-r d 9 T•6' d B'•i' D 6'-/' D 1'•6' d 10 5•r d 6'•S b G-7 b 1'•1' d 1D T•3' d B'-T b 7'-11' D 1'-5' d t1 5.5' d G-1' D 5'•11' D 1'•1' d 11 G•11' D T-10' b T•T b 1'•5' 0 12 S•3' b 5.10' b 5•B' b 1'•1' d 12 6'•6' D T•b' b T-3' D 1'-0' d Notat: 1. Atrove spare do not include length d knee brace. Add lror¢ontal drsbnta from tprigtrl m cellar of brace m beam connecDorr m the above spans for total bnm spans. 2. seam may be krbrpdated. Table 3A.1.1.131t• Allowable Edge Beam Spans • Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 sewnd wind gust at 130 MPH velocity; using destgn load of 15 a11SF (50 aflSF for Max. Cantilever) Aluminarr A 6D63 Ti 2"xrxO.D41 ' rx2"x0. 05" Load Max. Span'L'! (bendin b' or deflection' Load Max. Span'L' 1(bendin b' or defkttion'd') Width (1L) 1 t 2 Spa 7 Span /Span ax. Candhver Width (n') 1 i 2 Spa 3 Span 1 Span Max. Cantilever s 4'•10• a 5•tr a s-0' b oar d s s'-r d u•1• d ss d r.o' a 6 1'-6' d 5'•T d 5-0' b 0'•11' d 6 4'-10' d 5'•11' d 6'-0' D 0-11' d 7 1'1' d S•3' b 5.1' b 0'•10' d 7 4'•r d 5'•B' d S'-T b 0-11' d 1 4'•1' 0 1'•11' b 4'•9' b 0'•10' d I 4'1' d 5'•5' d 5'•3' b 0'•10' d 9 3'-11' d 4'$' D 4'•6' b 0.9' d ! 4'-r d 5'-t' 0 4'•11' b 0'•10' d 10 3'•10' d 4'-S' b 4'•3' b 0.9' d 10 4'-1' d 1'•10' b 4'$' b 0'•10' d 11 3'-0' d /'•3' b 4'•1' D 0.9' d 11 3'•11' d 1'•T b 4'•S b 0'-7 d 12 3'•T d 4'-0' b 3'•11' D 0-9' d 12 3'•10' d 4'•5' b 4'•3' b 0.9' d 3• x r x Dols " 3 x r x o. oio load Max. Span'L' 1 bendin b' or defkcdon ' Lad Max. Span 1' f bendln 'b' a deflection' W'alth (tl) 1 i 2 Spa 3 Span 4 Span u' GMilever YlAdth tnl 1 i 2 Sp 3 Span 1 Span Max. CanHlwer S 5-S d 6'•9' 0 6'•10' 0 1'•1' d S 6'•1' d T•r d T-0' d 1'•3' d 6 5'-1' d B•1' d 6'-S d 1'•0' d 6 5.9' d T•1' d T•3' d 1'•r d 7 4'-10' d 6-0' d 6.1' b 0.11' d T 5~' d 6'•9' d 5-tt' d 1'•1' d 1 1'•6' 0 5.7 d 5-7' D 0'•11' d 1 53' d 5.5' d S•T d 1'-0' d ti 4'•6' d S'•6' d S•5• D 0.11' d 9 5'-0' d B'-3' d 6'~' d 0'•11' d iD /V' d 5'•3' b 5.1' b 0.10' d iD 1'•10' d S-71' d 6'-t' b 0.11' d 11 1'-r d 5.1' b 1'•11' D 0.10' 0 11 1'$' d 5.10' 0 5'-1D' b 0-11' d 12 /'-1' d 1'•10' D 1'-6' D 0.10' d /2 1'•T d S-0' d S-r D 0.11' d x x0.04 x1"x . Load Max. Span 1' 1 bendin b' a deflection' Load Max. Span 1'! bendin b' a deaecdon'd YVidth ~-) t i 2 5 S Span 4 Span Cantlleva Widdr m-) 1 i 2 Sp 3 Span 1 Span Can6levar 5 6'•7 d fT-0' 0 7.7 b 1'-0' d S 7.9' d 10.9' b 10.5' b 1'•9' d e G~' d T-0' D T-5' b 1'•3' d 1 7.3' d 7.10' b 7.6' 6 1'-1' d 1 7.0' d T•7 D 6'•11' b 1'•r d T 1.10' 0 7.1' b B'•10' D 1'•T d 1 5'•7 d 5.6' b 6'•S b 1'-r 0 1 T-b' 0 1'{' D 6'•3' b 1'•6' d ! 5'-T d B-3' b ti•1' b 1'•1' d ! T•r b 6'•0' D T-9' D 1'•5' d 1D 5-0' D 5-it' b 5.7 D 1'-1' d iD 6'•10' D T-T' D T-0' 6 1'•5' d 11 S-1' b 5'•8' D 5-0' b 1'-0' 0 11 6'-6' b T-P D T-D' b 1'•1' d /2 I'•10' D S'•5' b S•3' b 0.11' d 12 6'•3' b 6'•11' 0 S-9' b 1'•4' d Notes: 1. Above spans do nd k+drde kn00~ of knee brace. Add horizontal distance from upright m cener d brace m beam connecter m the abae spans la total Deem spans. 2. Spars may be interpolated. Table 3A.1.1.140A Allowable Edge Beam Spans • Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140A MPH velocity; using design load of 17 tr1SF (58 AVSF for Max. Carttllever) Aluminum Alloy 6063 Td r x 2" x 0. o1a x x. Load Max. Span 'L'1(Dendi n b' a del leclion'd' Load Max. Span 'L' 1(bendi n b' a dcfl ecdon'd'I width la•1 t i 2 S Span /Span CantOewr YVidth ~) 1 i 2 Spa 3 Span 1 Span Cand ever S 4'•T d S'-0' d 5-0' D 0.11' d S /'-11' d 6'-0' d 6'-r d 0.11' d 0 4'~' d 5'•1' b 5-r 6 0-10' d 6 4'•r d 5'•B' d 5.6' D 0.11' d i 4'•1' d 4'•11' b 4'•9' D 0.10' d T 4'•1' d 5'-5' d 5'•3' D 0.10' d 3'•11' d 4'-0' D 1'•6' b 0.9' d 1 4'-7 d 5'•1' D 4'-11' b 0.10' d 9 3'•10' d 4'-0' b 4'-3' D 0.9' d 9 4'-0' d <'-9' b 4'-T D 0-9' d 1D 3'-0' d 4'•r D 4'-0' 0 0.9' d 10 3'•11` d 1'•6' b 1'-5' b 0-9' d 11 3'-6' 6 3'-1 P b 3'•10' 6 0.6' d 11 3'•9' d 4'~' b 4'-r D 0.9' d 12 3'•S D 3'-9' D 3'-0' b 0.8' d 12 3'-0' d 4'•2' D 3'•11• b 0'•9' d z2'x0. o/ 3"x x0. 0 0 Lad Max. Span 'L' f bendi n b' a dt flectlon'd' Lad Max. Span 1.' 1 beMi n b' a def lecdon' Wldlh 1ft.) 1 i 2 3 Span /Span ax' Csntlwer Width iR•) 1 i 2 Sp 3 Span 1 Span Mu' Candlwer S 5'-3' d 6'-5' d 6'•r d 1'-0' d S 5.10' d T-3' d T-5' d 1'•r d 6 4'•11' 0 ti•1' d s•r d 0.11' 0 1 S-0' d 6'•10' d 6'-17' d 1'-1' d T 1'•6' 0 5.9' d 5.9' 0 0.11' d T 5.3' d 6'•6' d S•T d 1'-0' d 1 1'•6' d S-6' d 5-t' 6 0.11' d 1 5-0' d 6'•r d 6'•4' d 0.11' d 9 1'•3' d 5'-3' D 5.1' b 0.10' d ! 1'•10.0 5'-11' d 6'-0' b 0•t 1' d 10 1'•T d 1'-11' D 1'•1D' b 0.10' d 10 4'-0' d 5'•9' d 5.9' b 0.11' d 11 4'•0' d 1'•9' b 1'•r b 0.9' d 11 4'•6' d 5'-r d S'•5' b 0.11' d 12 3'•11' d 1'•6' b /'•S D 0.9' d ti 4'd' d S-5' b 5'•3' b 0.10' d x x . x x 0. 050 Lad Mu. Span'L' 1(benNn b' a denacdon' Lad Max. S a n i' 1 beMi rr b' a de Mcdon' WidM ~'~ t i 2 5 3 Span /Span Mu. CantIIWK width (il) i i 2 Spa 3 Span 4 Span tax' CanNlewr S 6'•6' d T-1 t' b T•i' b 1'•3' d S !r-S d 10.1' b 7.9' 6 1'-6' d 1 6'•i' d T•3' b 6'•11' b i'-r d ti 1.11• d 73' b 7.11' b 1'•T 0 1 5'•9' d 6'-0' D 6'•6' b 1'•r d T T•6' d 8'-T b 8'•3' b 1'•6' d / 5'$ d G•3' D ti•1' b 1'-1' d 1 T•r b 6'-0' b T•9' b 1'-5' d S 5'-3' b S-11' b 5'-0' b 1'•1' d 9 5.9' b T-T b T•4' b 1'1' d 10 5-0' b 5'-T b 5'•5' b 1'-0' d 10 6.5' b T•r b 6'-11' b 1'~' d 11 4'-9' D 5-0' D S•r b 0.11' d 11 6'-1' b 5.10' b 6'•T' b 1'•3' d 12 1'•T 6 5'-1' b 4'•11' b 0-17' d 12 5-10' 6'•6' b 6'•4' b 1'•3' d Notes: 1. Above spans do not include length of knee brace. Add Irorizonbl distance hour uprk~lrl m tenter of brae m beam rnnrratDan b the above spans for loW bwm spans. 2. Spam may be interpolated. J Q ~ Z ~QW Opp ~ZO ~UU N JV~U' ZW }'WZOJ - Q ~NJ~H W]WQ V~m~~ --~~Q~Z }SON IYV- 0 V~~~F- QtYOQU .I-.~~w Z~~- ~ W~~ W~O~ ~ZN U- ~~ J Q LLi 2 ~~ ^• ~N li. > M NJ ~++" OLLa N ~~~ C ~~~ w>~ C ~ ^r ~ ~o~m m co ox~~ ~k~OW~ LiJ W m J O .~ 0 LL , ~_~ U W`~~'aLL W~~ C ZN~ ~ 00 Wm 3 ~ ,O J ~d PO E L HEFT i 07-08-2004 OF 8 SECTION 3A i~a~ x ~~ R~w~ Ta~PER THR4U+GH 1" x Z" AND ROW [.OCK INTO FIRST C~UR~E OF BRlpK$ ALTERNATE GONNEGTION QF SCREENEb ENCLOSURE FOR BRISK DR 0TH ER NQN- STR~JCTt-1RAI KNEE 1NALt, 1" WIDE x 0.0~" fiwICK STRAP ~ EACM POST FRAM POS~~' TC FOOTING W! {2~ #1o x 3!d' S.M.S- SYRA~ TO POST ANA ~ ~ ~ , ray x 1-~l~" TAPCON TO Sl~-8 CR FETING ALUMINUIW FRAME SCREEN WAIL ROW LOCK BRICK KNEEWAII TYPE S MORTAa ~tEC7U1RED FOR LOAD BEARING BRICK WALL 4" (NOMINAL} PATiQ CONCRETE SLAB ~aCE NOTES t;pNCERNiNG FIBER MESH) (1 ~ #S ~ BARS W/ 3' COVER (TYPICAL BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 314' =1'-0' ,,,, ..~ _ _ ....... 4"MIN. {~~ ~5 BAR G©NT. 2'-0" MIN, BEFORE SLOPE 3.11" (TVP. ALL Sl,A6S~ co ~ci ....._.,,...r. e+ ~, cv ' ~ ~'~ '~~,,,, ~ ~ . ~~ , ,~~ ' .. ''~ 'a . ~` .._~2. TYPE r TYPE I! 1YPE III FIAT SIUPE 1 NO F4QTING MODERATE SLQP~ Ft~OTING STEEP BLC~PE FOC~fiING 0-~' 11 ~' 2" 11 ~' -1'-14" ~ f'-14" Notes; 1. The faundetian$ Shawn are based a~n ~ minimurtr sail bearing pressure of 1,54 psf. Bearing capA~ity of soil eh$II ba venfiod, prior to piecing the slab, hY field soi(test or a sal tasting lab. 2, The slab 1 foundation shell be deared of dehds, roots, ertd compacted prbr tO ptecement of raricrete. 3. No coating other than 3-~12" (4" ttomir~ai~ sled i$ r$quired excepf whoa gddressing ervsian until the projoctinn h`om the host structure of the cerp~ort~ or patio cover exceeds 2A'-~". Then a ~iramum of a Type II footing is required. All ale~io$ shell be 3-1~' (d' rrominai~ thick, ~. MorloliU~ic sibs a~ fovta~gs $ha~ be n~nfmum 2,aQ0 psi concrete with 6 x ~ - ~ 0 X 1 U welded wim mesh ar crack control fiber mesh: Fibennesh m Mesh, inFarce~" e3TM' ~FormQrfy Flbetmosh MDR per maufacture~s spsci~~~on may be used In Ileu nt wiro mesh. ~. If focal tiding codes require a mini~rum footing use Type II foaling pr footing section requ~nd by lacel code, l.acal code governs, (see edd~ion~ deta~ ~' structur$s looted in Orsrr~e GQUnty, FI.j ~. If a caner beam or fourth wall frarn~ is required u9e a Ty,~ II foods mirurn~a~n. ~LAB•FQC~TIHQ DETAILS SCAt.E: 314" = f'-0" Lawrence E. B~t~i~tt, R,E, FL # 1fi~ C/VM- EMO~ER • D~Vr:ZOPN~JVf CO~TAN1 P.O. @pX X14364, SOUTH DAYIONA, Fl 32f zt TEI.EPMQN3' ~~0) tifT~TT4 FAX. (416y 1~T-1381! fAG! ~ Co~"YRIO~ 7001 3A-3S NOT TO ea REPROODUC~D IN WHOtE oa tN PART wiTr~ur n+s: tNRRT'EN P~t1~3810N OF uwa~:wce E. ~NNETT. p.E SCREEN, ACRYLIC & VINYL ROOMS ~ 1611 Linkside Drive t1~ #5 BAR CONT. Table 3A.1.2.11D Allowable Edge Beam Spans • Snap Sections for Screen, Acrylic or Virryl Rooms For 3 second wind gust at 110 MPH velocity; thing design bad of 11 SlSF (36 SlSF for Max. Gntilever) Aluminum Ahoy 0061 Td x x .ON Losd ns husnx+r a4z. Span t' I Mndin b' a deMcdon'd x x load s husan Max. S n t' 1 Mnd b' or deflecdon' W1dth (~') 1 i I S S Span 15pan ~' Cantlkver WMth le-J 1 i 2 7 Span 4 Span ax. Cantilever S 5.0' d T-S d T•T d 1'•r d S 5-1' d 1a-0' 0 to-r d 1'-T' d 6 S'•0' d 6'-11' d T•r d 1'•r d 6 T•T' d 7•S' d 9•T' d 1'~i' d T S'a' d 5-0' 0 5.9' d 1'•1' d 7 T3' d lr-11' d 9'-1' b 1'-5 d i 5'•r d 6'-1' d 5.6' d 1'-0' d 0 6'•11' d 8'•r d 6'-0' b 1'-5' d 9 4'-11' d 6'-1' d ti •7' d a•11' d ! 5.6' d 0',i' d 6'•0' b 1'•4' d 10 4'-9' d S'-11' d 5.11' b a•11' d 10 5-5 d T•to• b T-T b 1'-3' d 11 4'•T d S'-6' d 5-0' b a-11' d 11 6'•3' d T-0' b T-3' b 1'•3' d 12 4'-0' d 5'-r d 5'-5' b a•11' d 12 .6'-i' d T•r b 6'•11' D 1'•r d 2" x 4" x O.OIS" Sna Fxtru sfon Losd Max. S ant'! (begin b' a dcfkction' Width (ft.) 18 2 5 S S n ~ 4 S n ~ ~' CanNkver S 1a-r d T-S d r•T d 7-0' d 0 5.0' d T-0' d r•r d 1'•11' d 7 S'•5' d 6'-0' d 6'•1a 0 1'-ta d 6 S'•r d 6'•1' d 6'-0' d 1'•9' d 9 4'-11' d 5-r d 5.3' d 1'-0' d 11 1'-0. 0 5-9' a s-1o• d r-r a 12 4'-0' d 5-T 0 5.6' d 1'•6' d Notes: 1. ADovt spans do not krcluda kinp0~ of knee braes. Add horizonhl disWncs from upright b enter o1 brae b beam wrx~ecc0on b drc abovn spans for blot beset spans. 2. Spans maybe interpoated. Table 3A.1.2.120 Allowable Edge Beam Spans -Snap Sections for Screen, Acrylic a Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design bad of 13 tiSF (431f/SF for Max. Cantikvar) Aluminum AN 6067 Ti x 2" x 0.011 " Set son x 3` x 0. Sru fret n Load Msx. Span t' f Mndi n 'b' or deOatNon'd~ Load Max. Spsn t' 1 bandln b' a deMcdon' ~~ (~J 1 i 2 Span S Span 4 Span GnOkver YYldtlt la•J 1 i 2 Spa 1 Span 1 Spas Cantaever s s-0' d r•o' d r-r d r•r d s r•a' a !'~• d 1y-0• a r-0' d 0 S'•4' d 6'-T' d 6'-9' d 1'•1' d 6 T•r d 8'-11' d 9'-0' b 1'-S d T 5'•1' d 5-3' d G•5' d 1'-0' d T 5•ia d 0'-S d fP-1' b 1'~' d 0 1'•ta d 6'-0' d 6'-1' b a•11' d a s-r d 5.1' O T-1a b 1'a' d 9 4'-0' d 5'-9' d S'•9' b a•11' d ! 6'J' d T-0' D T•1' D 1'•3' d 10 4'-0' d S'-T d 5'-6' b a•11' d 1D 6'•i' d T-3' D 5-11' b 1'-T d 11 1'1' d 5'•5' b 5'•r b a•10' d /1 5.11' d 6'•11' D 5-0' b 1'-r d 12 4'J' d 5'•r b /'-11' b a-10' d t2 5'•9' d 6'•r 0 5-5' b 1'•r d I"x1'z0.0/5 "Sna son Load Max. Span 'L' 1 Mndi n b' or de0edlon'1 ~~ in•J 1 i 2 Spa J Span 4 Span G lever s !'-0' d r-1• d r-r 0 1'•11• d 0 S'•/' d S-0' d 6'-9' d 1'•10' d T S-1. 0 6'~' d 6'•5' d 1'•9' d 0 4'•11' d 6'-0' d 6'-r d 1'-0' d 9 4'-0' d 5.10' d 5.11' d 1'•T d 10 1'-0' 0 S-T d 5'-0' d 1'-0' d 11 4'-5' d 5'-5' d 5'-0' d 1'-6' d 12 4'•3' d 5'-7' d 5'-0' d 1'S' d Notes: 1. Above spans do nd include length of knee bnca. Add horizontal dstante hom upright b center d brace b beam connection b iM sbove opens to blot Deem spun. 2. Spans may De interpolated. Table 3A.1.2.130 Allowable Edge Beam Spans • Snap Sections for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 1 JO MPH velocity; using design bad of 1S WSF (SD S1SF for Max. Cantllever( Ahrminum Ahoy 606] T-0 I x x 0. Load na trutwn Max. Span t' I in b' or denecdon ' x x 0. Load 01 na Msx. S tnnron t' 1 bendin b' a defMctbn' Width in'J 1 L 2 Span !Span /Span CaMawar ~~ ~') 1 i 2 Span 1 Spm 4 Span CeMI war S 5'•5' d 5-0' d 6'•10' d 1'-1' d S T•1' d 9'-0' d 9'-r d 1'•5' d 6 5.1' d 6'•1' 0 6'•S d 1'-0' d i 6'•10' d 0'-0' d 0'•5' b iV' d T 1'•10' d 5'-11' 0 6'•1' b a•11' d T 6'-6' d 8'-1' D T•9' D t'a' d i /'$' d 5.9' d S•0' D a•11' d t 5.7' d T-0' b T-3' b 1'-3' d ! 4'•S d 5-0' 0 5.1' b a•11' d ! 6'-0' d T•1' D 8'•ta b 1'•r d 10 1'a' d 5.3' b 5'-1' b a•1a d 10 S•10' d 6A' D 5-0' b 1'•r d 11 1'-r d 5'-0' b 4'•ta D a-1a d 11 5•T d 8',S' D 5-7' b 1'•1' d 12 /'•1' d 1'•1a D 4'-0' D a-1a d 12 5•S d s•r D 5.11' b 1'-1' d 2" x 1" x .0 15 Sna on Load Max, Span t'! Mndin b'or daaection' Width (R) 1 i 2 Span ] Spsn 1 Span CaMOwer S 9'-3' d 6'•9' 0 6'•1a d 1'•ta d ~ ti 5'•1' d 6'•1' d 6'-S d 1'•9' d 6 4'-0' d 5'•9' d 5.1a d t'•T d 10 /'1' d S•1' d 5'-S' 0 1'S d 11 1'-r 0 5-r d S'•3' d 1'•S d 12 1'•1' d S'-0' d 5'•1' d 1'•1' d Nolen: 1. Above spans do not trdude d knee brats. Add ha¢onW distanu Iron upright b center of brace b beam connection b the above spans la totN Deam spare. 2. Spans may be interpolated. Table 3A.1.2.140A Allowable Edge Beam Spans • Snap Sections for Screen, Acrylic or Vitryl Rooms For 3 second wind gtut at 140A MPH +nlocity; using design load of 17 i11SF (S6 dlSF for Max. Gntgwer) AlumMum 6063 T-0 x2 x0. x x0, na L.ad Max. S ant' 1 Iendi n b' a deMcdon' load Max. an t' 1 Yendl n b' a defkrclbn' WIdM la•J 1 i 2 Span 2 Span /Span CantDever Widtlr Ig•J 1 i 2 3pm 1 Span 1 Span CmOkvn S 5-r d 6'-S d 5.7' 0 1'-0' d S T-0' d 6'•8' 0 6'•0' D 1'-S d 6 4'•11' 0 6'-1' d 8'•r b a•11' d B ET' d 0'•r d T•ii' b 1'•/' d 7 1'•6' d S•9 d 5.6' b a•11' d T e'-3' d T•T b T~' D t'•2' d 6 /'-5' 0 5.6' d 5.1' D a•iD' d 6 5.11' d T•i' D 5-10' D 1'•r d ! 1'~' d S-r b 5-0' D a•10' d ! 5.9' d 6'-6' D 55' b t'-? d 10 4'-r d 1'•11' b 1'-9' b a•ta d 10 S-T d 6'•4' b 6'•P b 1'-1' d 11 7.11' d /'•9' b r-T D a•9' d 11 5-0' d 8'-0' b S•10' b 1'•1' d 12 7.11' d /'-0' b 1'i' b a•9' 0 12 5.2' D 5•?' D 5•T b 1'•0' d 2x1x0. na Lord Max. Span 1' 1 NndM b' or deMcdon'dy ' InJ 1 i 2 Span 7 span /span Canes S g-1a d 5.5' d 5•r d 1'-9' d 6 4'•11' d 6'-1' d G-r d i'-0' d 1 4'-0' d 5-9' d 5.11' d 1'-T d t 4'-G d 5-0' d 5-T d 1'-0' d ! 4'-3' d 5./' d 5-5' d 1'S d 10 4'-2' d 5-i' d 5'•3' d 1'S' d 11 4'-0' d 1'-11' d 5'•1' d 1'•i' d 12 7.11' d 1'-iD' d 4'•11' d 1'~' d Notes: 1. Mow spans do not kidtrde k:rpth of knee brava. Add hodtonbl distance hom upright b Danker of Drace b Dean ounnection b tlu aDow apsns for 1oW beam spans. 2. 5pua may De hkrpolated. b .~ ...~ r, .w ~0 J Q (~ Z ~ W 0 0 ~ZO ~(~U N "~ (A (7 Z W ?'WZOJ ?~-SOD ~ 0-Q ~~J~F` W]uJQ U~m~tth J~Q~Z }~~N IYU- ~ U~~?"1= Q~pQU .f"J~111 Z~LL ~ Who Who ~ZN U- J Q • F. W 2~ i~ ^• ~ N LL j ~ yLL .a ~ ~~~ C ~~^ C w>~ O ^ r. m m ~,'W,. W ~ J~`~'^ ' ~I: 0 W ~ oNov N LL ' ~_~ U w~W'~ C zNw ~xF. s" 2 m 3 W . ~ -+ 0 J i~/ / 4 P EAL . S~NEET 07-08-2004 pF 8 Table•3A.1.3-110 Allowable Beam Spans torMiscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 dISF lhrn7mr~n aline xn63 T.a Hollow and Tribute load width Single 5alf•Mating Beams 7.6' 3'-0" 3'fi" 4'-0' 4'-0' 541' S•8" r-0' r4s' T-0" T•b' t'-0' AOowable an'L'tband b'ordefketlon'd 2" x 1' x O.D50' Hollow 17.7 d 11'•6' d 10.11' d 10.5' d 10-0' d 5.8' d 9'-S d 5.1' d r•11' d r-r d 8'•6' d r-3' d 2" x 5` x D.062" Hollow 15'•9' d 14'•10" d 14'•1' d 13.6' d 17-11' d 17.6' d 17-1' d 11'•9' d 1 i'•S d 11'-r d 10'•11' d 10'-6' d 2" x 1' x 0.014" x 0.100' 13'-0' d 17.10' d 17•r d 11'-8' d 11'•7 d 10'•10' d 10-6' d 10.2' d 5.11' d 5-0' d 5-S d 5-3' d I" x 5" x 0.050" x 0.100' 16'•11"d 15'•11' d 15.1' d 14'•5' d 13'•11' d 13'•5' d 17.11" d 17.7 d 17.3' d 11'-11' d 11'-9' d 11'-6' d 2" z 6' x 0.050' : D.120" 15.9" d 78'-T d 1 T'•8' d 16'-11' d 16'-3' d 15.8' d 15'-7 d 14'•9' d 14'-5 0 14'-0' d 13'•9' d 13'5' d 2"xrx 0.055' x D.120" 27.6' 0 21'-7 d 20•r d 15.3' d 1r5' d 17.10' d 17.4' d 16.10' d 16.5 d 15'-11' d 15'•r d 15'-3' d 2" a T' x 0.055' wl insert 27.3' d 25'-r d 21'4' d 23'•3' d 271' d 21'•7 d 20.11' d 204' d 15-9' d 15.4' d 16-10' d 18'-6' d 2' x 8" x 0.072' x 0221' 27.11' d 26'•3' d 24'•11' d 23'•10' d 27-11' d 27.2' d 21'•5 d 20.1D' d 20.4' d 19'•10' d 19'•4' d tr•11' d Y x 9" x 0.072" x 0221' 30-T d 28'•10' d 2T'-0' d 25.7 d 25.2' d 24'-4' d 23'•7 d 27•iD' d 27.3' d 21'-9' d 21'•3' d 20.9" d I' x 9' x O.OBr x 0.306' 31'•5 d 25-10' d 28'•4' d 2T-7 d 26.1' d 25'-7 d 24'•5 d 23'-0' d 23'•1' d 27.6' d 27-0' d 21'-6' d 2' x 10' x 0.092' x D.369" 38'•7 d 35-11' d 34'•1" d 37.8' d 31'5' d 304' d 251' d 2r{' d 2T•9' d 27.1' d 26fi d 25.11' d Tribub Lad WMM Double SeN-0lalinp Beams T•6' 3'-0' 3'-0' 1'-0" 4'•6' S-0' S'•8" r41' 6'41 T4)" T•6" 1'-0' Allowable Span'L'lbendin b' a delketlon'd 2"xrx 0.072' x 0221' 35'•2' d 33'•1' d 31'-5' d 30-1' d 2x•11' d 2T-11' d 27.0' d 26.3' d 25•T 0 14'-11' d 24'•5 d 13'-10' d 2' x 9' x 0.07r x 0221' 38'-T d 36'•4' d 34'•6' d 37-11' d 31'•9' d 30.7 d 25-0' d 2x•10' 0 2r•1' d 274' d 26'-9" d 26-7 d 2' x 9' x O.DBr x 0.306" 41'•1' d 38'-8' d 36'-8' d 3S-1' d 33'•9' d 37-T d 31'•7 d 30.8' 0 25.10 d 25.1' 0 2r•6' d 27.10' d r x 10" x 0.092' x 0.369' 46-1' d 15'-3' d 47.11' d 11'-T d 35fi d 3r•7 d 36-11' d 35'•11' d 34'•11' d 34'•1' 0 37.4' d 37-0' d Nola: 1. h is rccannanded that tlx engkxer be tonsuked on any rriscelaneous kamirp Dam Oat spans more than 40 2. Spam arc based on 110 M.P.H. wkd bad pM dad bad la trartlirg. 3. Span is measued from cenler a cerxwsetion b fascia a waN corvx!clion. 4. Above spans do not irrchde krgth a knee brace. Add horizontal distance from upright b center a brace b beam connection b the above sDer>s for btd beam spans. 5. Spero may be interpoated. Table 3A.1.3.120 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design bad of 13 aTiSF~ Aluminum Ahoy 6063 T•6 Hollow and Tri Lad Width Single SeN•Matinp Berms 7-0' 3'•0' 3'-0' 1'-0' 4'a' S-0" 541' r-0' 6'-0' T-0" T•i' r-0' Allowsbie Spm 1' ! irendin b' a defkctlon 'd 2":4' x 0.050' Holow 11'•r d 10-10' d 10.4' d 5-t0' d 55' d 5•r d 8'•11' d 8'-T d r•5' d r-r d r-0' d 7.10 d 2' x S x 0.06r Hollow 11'•11' d 14'-0' d 13'•1' d 17.5 d 17.3' d 11'-10' d 11'-5' d 11'-1' d 10-10' d 10•r d 104' d 10'-i' d 2" x 4" x 0.041' x 0.100' 17.11' d 17.7 d 11'fi' d 11'-0' d 10•T d 10.3' d 5.1 t' d 5-0' d 5-S d 5.7 d B'•11' d r•9' d 2' x S' x 0.050' x 0.100" 15-11' d 15-0' d 14'•3' d 13-0' d 13'-7 d 17-0' d 17.3' d 11'-11' d 11'-T d 114' d 11'•1' d 10'-10' d r x 6' x 0.050' x 0.120' 1 ra' d 1T•T d 15.9' d 15-11' d 15'4' d 14'-10' d 14'-s d 13'•11' d 13-r d 13'-3' d 1?•1 t' d 17•r d rxrx 0.055" x 0.120' 21'4' d 20.1' d 15.0' d it-3' d iT5' d 16-11' d 15-5' d 15.11' d 15'-0' d t5.1' d 14'•9' d 11'-5 d 2" x r x 0.055' wl insert 25'•9' d 24'-3' d 23-0' d 27-0' d 21'•7 d 20.5 d 15.9' d 15-3' d 1r-5 d 1r3' d iT-10' d 1T•6' d 2' x 8' x O.Olr x 0224' 26'•5' d 2/'-10' O 23•r d 27-T d 21'-0' d 20.11' d 204' d 15-9' d 15-7 d tr-9' d 18'4' d 1T-11' d r x 9' x O.OTr x 0224' 28'•11' d 27'•3' d 25'-11' d 21'•9' d 23.10' d 27.11' d 22'•3' d 21'-0' d 21'•1' d 20•T d 20'•i' d 15-0' d r x 9' x O.D02' x 0.306' 30-0' d 28'•3' d 26.10' d 25'-0' d 24'•6' d 2J'•1D' d T3-1' d 27.5' d 21'•10' d 21'4' d 20.10' d 204' d 2" x 1D' x 0.09I' x 0.369' 36-1' d 33'-11' d 37.3' d 30.10' d 25•r d 28'-8' d 2T-9' d 26'•11' d 26.3' d 25'•r d 25-0' d 24'•6' d T l.oed Width Double SeN4dadrg Beams ra' 3'-0' 3'•6' /'-0" /'-0" 547 Si' 6'-0' r-0' T-0' Ti" i'-0' Albwable Span i' J bmdin b' a deflectlon'd 2' x Y x O.Oir x 0221' 33-3' d 31'4' d 25.9' d 28'5' d 27.1' d 26.5 d 25'-T d 24'-10' d 24'-7 d 23-r d 23'•1' d 27-T d 2" x 9' x O.O7r x 0221' 35.8' d 31'1' d 37•T d 31'-T d 25-11' d 28'•11' 0 2B'-1' d 27.3' d 76.6' d 25'•11' d 251' d 24'-5 d 2" x 9' x O.DBr a 0.306' 3x•10 d 36'•6' d 34'-8' d 33-7 d 31'-11' d 30.10' d 25.1D' d 2r-11' d 2r-3' d 2T•r d 2r•11' d 264' d 2' x 1D" x 0.092' x 0.369" 45'•6 d 42'-10' d 40.8' d 30'-11' d 3T-5' d 36.1' d 34'•11' d 33'•11' d 33'•1' d 37.3' d 31'•6' d 30-10' d Note: t. It b recommended that the engineer De o~nsulted on any maceDaneous Naming Deam Ihat spans mere than 40 2. Spans arc based on 120 M.P.H. wxxl bad plus dead bad la Naming. 3. Span is measured from center a cervlettion b fascia a wa4 tomection. 4. Above spans do not inckde length a krx+e braoe. Add txxizontal dIStance Nom upright b center a brace b beam connection b 0e above spans for total beam spans. 5. Spans maybe Interpolated. Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous Framing Beams for for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15 NISF Aluminum Alby 6063 Ti Hollow and Tribuq Load Width Single SeN•Madng Beams 7.6' 3'-0' 3'-0" 1'-0' 4'41" S-0' S•6' r-0" Ci' T-0' T•6' 1'-0" AlbwaWe Span T.'! be b' or dellection'd 2" x 4' x O.OSO' Holow 11'-0' d 101' d 5-10' d 5•S d 5.1' d r•9' d r-0' d 0'-3' d r-0' d 7.10' d T-0' d T•6 d 2" x S x 0.050" Hollow 11'•7 d 13'1• d 17.8' d 17.7 d 11'd' d 11'•3' d 10.11' d 10.7 d 104' d 10.1' d 5.10" 0 5-0' d 2" x 4' x 0.041' x 0.100" i74' d 11'•7 d 10.11' d 10.6' d 10.1' d 5.9' d 5•S d 5-2' d 8'•11' d r-0' d 6.6 d r4' d r x s• x o.062• x D.1oo" 15.3• d u•1• d 13•r d t3-0' d 1r-0' a 17.1• d 1r-s' d 1 r•5• d 1r•r a 10'•10• d 10-r d 1171• d r x 6' x 0.050' x 0.120" 17.10 d 16.5 d 15.11' d 15'•3' d 14'-8" d 14'•7 d 13'-9' d 13'•4' d 17.11' d 17~' d 171' d 17.1' d r x r x o.oss• x O.tIO" 20.4' d 15.1' d 18'•r d 174' d t6'-0' d 16.1' d 15-r d 15.7 d 14'-5 d 14'5' d 1/'•1' d 13'-5 d rxrx 0.055' wl MseA 24'•6' d 23'-1' d 21'•11' d 20.11' d 20.7 d 19'•6' d tr-10' d 1r4' d i 7.10' d 17.5' d iT•0' d 16•r d 2" s P x 0.072's 0221' 25.7 d 23'-8' d 27.6' d 21'•6' d 20-0' d 15.11' d 15.4' d 1x•10' d 16'4' d 17.10' d iT•S d 17.1' d r x 9' x 0.012' x 0221" 2T•r d 25'-11' d 21'-8' d 23'-r d 27.6' d 21'-11' d 21'•3' d 20•r d 20-1' d 15•r d 19'•7 d 16'•9' d 2" x 9' x D.062' x 0.306" 28'-r d 26-11' d 25'•7 d 24'5' d 23'•6' d 27.9' d 27-0' d 21'-5' d 20.10' d 20.4' d 15.10' d 15.5 d 2" x 10" x 0.09r x 0.369' 34'•5' d 37-5' d 30.9' d 25.5 d 26'•4' d 274' d 26.6' d 25.9' d 25'-0' d 24'-5' d 23•iD' d 23'1• d TriDuta Lad Width Double SeN•Matkrp Bcams r•6' 3'-0" 3'-0" 4'-0' 1'•6' S-0' S'•6" 6-0' r-6" T-0' T-0" 0'-0' Allowable Span'l' f bending b' a defleclion'd 2" x 8' x O.OT2' x D.221" 31'•8' d 25.10' d 2B'1' d 2T-1' d 26.1' 0 25'•r 0 24'•5' d Z3.6 d 23-1" d 27.6' d 21'•it' d 21'•6' d 2" x 9':O.OTr x 0121' 34'•5 d 37.9' d 31'•1' d 25-9' d 2r•r d 2T•T d 26.9' d 25.11' d 251' d 24'•6 d 11'•i' d 23'-T 0 r x 9' x O.QOr x 0.3Di" 37.0' d 3/'-10' d 33'•1' d 31'-0' d 30.5' d 25.5' d 28'-6 0 27.6' d 26-11' d 26.3' d 25-0' d 25'-1' d 2" x 1D' x O.D92" x 0.369" 43'1' d 40-10' d 36-9' d 37'-1' d 35'•8' d 34'•5' 0 33'•4' d 37.5 d 31'5' d 30.9' d 30.1' d 25-5 d Nott: 1. his ncomrterbed that the mgkacr be tonsu0ed on arty msceDaneous fnmk+g beam plat spans mere Oan 10 2. Spans are based on 130 M.P.H. wind bad plus dead bad fa teaming. 3. Span is measured from center a conrecton b Issas a was corxlection. 4. Above spare do not irxhxle length of knee bran. Add hOriZOntal drstance Nom upright to center o1 brace to beam connection b the above spans IDr blal beam spans. 5. Spans may be interpolated. Table 3A.1.3.140A Allowable Beam Spans for Miscellaneous Framing Beams for for Screen, Acrylic or Vinyl Rooms For 3 second wind gust rt UOA MPH velocity; using design load of 17 SlSF Akaninum ApoY 6063 T-0 Holow and Tribute Load WMdI Singh StN-MaBng Beams 7.6' 3'-0' 3'-0' 4'-0' 1'•6' S-0" 5'-0' r-0" ra" T-0' T-0' 0'-0" Ailovnbk 5 'L' / handle b' a defktctbn'd' 2" x /" x O.DSO" Hollow 10•T d 9'•11' d 5•S d 5-D' d 8'•0' d r5' d r•1' d 7.11' d T-r d T•6' O T4' d T•r b 2" x 5" x 0.050' Hollow 13'-r d 17.10' d 1r•r d 11'-e' d 11'-r d 10.10' d 1041' d 10.7 d 5.11' d 5-0' d 5.5' d 53' d r x 1' x 0.041' x 0.100" 11'•9' d 11'•1' d 1043' d 10-1' d 5•r d 51' d 5.1' d r•10' d r•r d r4' d rr d r4T d r x 5" x O.D6r x 0.100" 14'•7 d 13A' d 13'•1' d 17.6' d 17-0' d 11'-T d 11'•3' d 10.11' d 10.0' d 10.1' d 10•r d 5.11' d 2" x 6' x 0.050` x 0.110' 1T-1' d 1r•Y d 15.3' d 14'-T d 14'•1' d 13-r d 13'•2' d 17-9' d 17.5 d 17.7 d 11'•10' d 11'•7 d 2" x T" x 0.055' x 0.120' 15.6' d 18'1' d 17.5 d 16-0' d Ili •0' d 15'•6' d 11'-11' d 14'-T d 14'-r d 13'•10' d 13'-0' d 13'•3' d 2" x r x O.D55' w! Insert 23'-6' d 27-r d 21'-0' d 20.1' d 15-0' d 18'-M d it-Y d 1T-T d iT•1' d 16'-6' d 16'•4' d 1S•i t' d r x 6' x O.DTr x 012<" 24'-7 d 27.9' d 21'-r a 10'•8' d 19'•10' d 15-r d tr•r d tr-0' d 1r-r d iT•1' d 16'-9" d tr•5' d r x 9' x D.O7r x 022<' 26'•6' 0 24'•71' d 23'•8' d 27•r d 21'-9' d 21'-0' d 201' 0 15.9' d 15-3' d tr-9' 0 it4' d 17.11' d r x 9' z D.082' x 0.300' 2T-S d 25.10' 0 21'•6' d 23-0' d 27-r d 21'•9' d 21'•1' d 20$ d 15-it'd 155' d 15-0' d tr•a' d 2" x 10' x 0.09r x 0.369' 33'-0" d 31'-1' d 25.6' d 2r-3' d 2T•r d 26'-r d 2Sb' d 21'-0' d 24'-0' d 23'•5 d 27.11' d 27.5' d Tribup Lad WidM Double SeN•MsOng Beams 7i' 3'-0' 341 4'-0' 4'41" S-0" 541" r-0' r.6" T-0' 741 0'-0" Allowable Span'L'! Dend b' or defkcOon'd r x 0" x D.OTr x 0124' 305' d 28'•7' d 17.7 d 25.11' 0 24'•11' d 24'-r d 23'•5 d 27.9' d 27.1' d 21'-T d 21'•1' d 20.8' d r x r' x O.OTr x 012<' 33'•1' d 31'•5' d 25.10' 0 2r•s 0 27.5' d 26~' d 25-0' d 21'•11' d 24'•3' d 23-0' d 23'•r d 27.8' d r x 9" x O.DBr x 0.306' 35'•6' d 33'•5' d 31'•9' d 301' d 25.7 d 26-7 0 27.4' 0 26.6' d 25'-10' d 2S-r d 24'-T d 24'•1' d r x 10' x O.D9r x 0.369" It'•T d 35.7 d 3T•7 d 35'•7 d 34'•r d 33'-0' d 31'•it' 0 31'•1' d 30.3' d 25.8' d 28'•10' d 2r-3' d Note: 1. h b rerarmarlded Oat Oa engineer be oonsrAkd on any miscellaneous Oertrirg beam Oat spans mere Cyan 10' 2. Spun arc based on 140A M.P.H. wind bad pkn dad bed to kanirp. 3. Span b measured Dom center a toreadion b bscia a we0 corxaction. 4. Above spare do not inchrde Nrglh d knee Oraa. Add horizontal distance ban upngM b cenbr a brace b beam raNen to as above spars fa bW beam spans. 5. Spans may De interpolated. Table 3A.1.4.110 Allowable Spans for Ridge Beams with SeH Mating Beams for Sueen, Acrylic a Vinyt Rooms For 3 second wind gust a< 110 MPH velocity; using design losd of 11 afISF TribuWy Lad Width w • Perlin Spaci seN Madng Seelloro 54r 6-0' T-0" r-0' r-0" 10-0' 11'-0" 1r-0' Allowable Span'l' f bend b' a dellecdon'd 2' x 4": O.D41 x 0.100' 74'•6' d 13'5' 6 17.8' b 11'-0' b 11'-0' D 10-5 b 5.11' D 5.5 D 2' x S x O.D50' x 0.1D0" 17.11' d 16$' b 15.5 b 11'-5' b 17•r b 17-11' b 17.1' D 11'•9' b 2' x 6' x O,DSD' x 0.120' 21'-0' d 153' D 1T•1D' D 16-0' b 15.5 b 14'•11• b 14'•3' b 13'•8' D 2' x r x D.D55' x 0.120' 23.9' D 21'•9' D 20.1' b 1r-to' D 1T-0' b 16-10' D 16-0' b 151' D 2' x r x D.DSS' wl Insert 28'•11' d 27.3' d 25.17' d 24'-5 d 23'•7 b 27-5 b 21'-1' D 20.5' b 2' x r' x 0.072' x 0.221" 25-0' d 27.1 t' d 25.11' b 24'4' b 27.1 t' b 21'-9' b 20.9' b 19'•10' b 2' x Y x O.OTr x 0224" 37•T d 30.5 D 2r-r D 2r1' b 24'-10' b 23-r b 17.6' b 21'-6' 6 2' x 9" x 0.082' x 0.310" 33'•9' d 31'•9' d 30•r d 2x•10" d 17.3' b 25-10' b 21'-0' b 23-r D 2' x 10' x O.D9r x 0.369" 10•r d 3r-3' d 361' d 3!'-9' d 37.5 b 31'-1' b 25.0' D 2r-5' b Notes: 1. Tables assume extrusion oriented wOh brger exbusion dimension parallel b applied bad. 2. Spans nay be kderpopled. Table 3A1.4.140A Allowable Spans for Ridge Beams with SeH Mating Beams for Screen, Acrylic a Vinyl Rooms for 3 second wind gust at 140A MPH velocity; using design bad of 17 tTfSF 7ributa load width W • Purlkr spackg sea MatD,p sanbra s-0• r-0" r-0• r-0• 5-0• 10-0' 1 r-0" 174r AAowable Span 1.' 1 be b' a deMdbn'd r x 1':O.OM s 0.100' 11'•11' D 10-10' D t0-0' b 5-S D r-1D' b r•S b r-0' b T-0' D r x S' x 0.050" x O.iDO' 11'-0' b 13'•5' D 17.5' b 11'•r b 10-11' b 10.5' b 5-1 i' b 5.6' b Y x r' x 0.050' x 1.120' 16.11' b 15'5' b 11'•4' D 13.5 b 17-0' b 17-0' b 11'•6' b 10-11' b rxrx 0.055' x 1.120" 15-r D 17.6' 6 16'•7 b 15.7 b 11'-3' b 13'•6' b 17-11' b 174' b rxr: 0.055' wl insert 25-0' d 23'•3' D 21'•b' b 20•r b tr-11' b tr•o' b 17.7 b 16.5 b r x r' x O.otr x 0124' 24'-9' b 27.7 D 20-11' b 15.7 b tr-5' b 17.6' b 16d b iS-it' b r x 9' x O.OTr x 1224' 28'•10' D 24'•6' 6 27.0' D 21'-r b 15-11' D 1r-11' D tr-r b 174• b rx0 xO.O/rx0.310' 25•r d 2r•f0' D 21'-10' D 23'•3' b 21'•11' b 20-10' b 15.10' 6 it-it' D r x 1D' x O.D9r x 0.369' 3S-r d 37.3' b 25-11' D 2T-1 t' b 2r1' D 2S-0' b 23-10' b 27.1D' b Notes: 1. Tales assume extnaiort arknUd wi0r kxpu exbusion dmension paralel b applied bad. 2. Spans may a kderpolaled. Table 3A.1.4.12D Allowable Spans for Ridge Beams wfth SeH Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13 NISF TribuUry Lad Width W ^ PurNn Spsci SeN MaOng Sections 5-0' r-0' T-0" r-0' 9'-0' tr-0' 11'-0' 17-0' Allowable Span'L' 1 'b' or defkclion'd r x 4' x 0.011 x 0.100" 13'•7 b 17-5' 0 11'•6' b 10-9' D 10.1' b 5•r b 5-r D r-5' b 2" x 5' x 0.050' x 0.100 16.10' b 1 S1' b 11'-7 b 13'-3' b 17.6' b 11'•it' D 11'1' b 10-10' b r x 6' x 0.050' x 0.120" 155' b 17.5' b 16.5 b 15.4' b 14'41' b 13-9' b 13'•1' b 17-T D r x r x D.05s' x 0.120' 21'•11' b 15.11' b 1r•6 b 171' b 161' b 15'•6' b 14'-0' b 1C•r b rxrx 0.055' wd insert 27.5' d 25.9' d 24'x' d 23-0' b 21'-r D 20-T D 15-0' b tr-ter' D r x 0' x 0,07r x 0124' 2r-i' d 25'•10' b 23'-11' b 27.4' b 21'•1' b 19'-11' b 15-1' 0 1r-3' b r x 9' x 0.07r x 0224' 30-0' b 1T-11' D 25.11' b 21'•3' b 27.10' b 21'a' b 20.8' b 15-9' b r x 9" x 0.002' x 0.310" 31'•11' d 30-1' d 2r-S' b 26'-r b 25.1' b 23'-9' D 27-0' 0 21'•9' b r x 10" x D.09r x 0.36Y 3r•S' d 36•r d 34'-7 D 31'-11' b 30'•7 b 2e'•r b 27.3' b 26'•1' b Naa: 1. Tables assume extnaion oriented wOh brqu extnaidn dkMnsion pera0el b applied bad. 2. spans may Dc blerpoWed. Table 3A.1.4-130 Allowable Spans for Ridge Beams with 5eN Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design bad of 15 NlSf Tr6uU toad wider W ^ PurIM Spacf SeN Mating Sadiora 5-0' r4Y T-0' r-0' r-0' tr•o' 11'-0' tr-0' AAowabie S pam'L' f bend b' w defkcOon'd I' x 4' x 0.041 x 0.100' 17.8' b 11'•6" b 10d b 5.11' b 55' b r•11' b ra' b r•r b 2' x 5" x 0.050' x 0.100' 15-0' b 14'•3' b 13'•3' b 17.1' b 11'•6' b 11'•1' b 10-r b 10-t' b r x 6' x 0.050' x 0.120' 1r-1' b 16'•6' b 15'1' b 11'1' b 13'5' b 17-10' b 17-7 b 11'-0' b rxrx 6.655' x 0.120" 20.4' b 1rr D 1T•3' D 16'•1' b 15'•r b 11'•5' b 13'•9' D 13'-r b 2"xrx 0.055' wl Null 26.1' d 2/'•r 0 27.11' b 21'•5 b 20.7 b 15-7 b 1r-3' b 1T-0' D r x 1' x O.OTr x 0224' 26.4' b 21'47 b 27.3' D 20.1D' b 15•r D tr•r D 17-9' b 16-11' b r x 9' x 0.072' x 0124' 2r•6 D 26.1' b 14'•1' D 27-r b 21'•3' D 20.7 0 15-3' b 1r-S b 2" x Y x 0.08r x 0.31D' 30.5 d 2rr b 26'fi 0 21'-9' b 23.1' 0 27.7 b 21'•1' b 20.3' b 2" x 10' x O.D92" x 0.369' 36.7 d 31'4' D 31'•10' D 25.9' b 2r•1' b 26'•7 b 25'•5 b 24'4' b Nolet: 1. Tables usume exirvaiorr oriented with Iorgu erbusion dimension para8d b applied bad. 2. Spars rtay De interpolated. .~ Q b y .» J Q N Z ~QW 0 Z ~C~U N .~~Vr ZW ~'WZQJ ?()--[D 0 ~ Q ~~-~~F- W~WQ U~mar3 J~Q~2 ~. f- o ~U~NO U~~}F- Q~pQU . f" .~ ~ W Z ~ ~ N W~~ Who ~ZN U- J Q ti W 2N .- a ~~ ,J z~LL Odd~ U2i~ ~ 0Y C ~ o C war. .. N c~ ~o~~ m ~ ~~`r~ ~ 7•r~ ' ~ OWES W ~ o"ov ~~•' a~ ~~ V W~J~ C 2NF ~ ~0 wm 3 ~ •+ 0 J ~ i>~ E uu4 SEAL EET 07.08-2004 OF 8 Table 3A21 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Uinyl Rooms Aluminum Alby 6063 Tb for 3 second wind gust at 110 MPH velocity; using design load of 11 N1SF Tributary Lad Width W ^ Purlin Spacing Sectbm 3'-0' 3'3" /'-0" 4'3" 5'-0" S3" r-0" 6'3' T-0' ri' AlbwaDle Heigh ?1' 1 Dending'D' or depecGon'd 2" x r x O.ON" Hollow 9'•5' b 8'•9' b B'-2' D 7'3' b Tl' b 6'•11' D 6'3' b r-5' D 5-r D 5'•11' D 2"xrx 0.055' Hollow 10-3' b 5.6' b 8.11' D 8'S' b T-11' D T•1' D 1'•3' b r-11' b 6-9' D r3' b 3' x r x D.as• Hollow 11'•3' b 10-5' b 9'-9' D 9'•3' D B'-9' b 8'•4' b T•11' b 1'•8' tr T•5 D T•r D 3' x r x O.OTr Hollow 17.9' d 17-7 d 11'•1' d 10'•1 t' b 10.5' b 9'•11' b 5.6' b 5-r b 8'•10' b 8'3' D 2" x 3' x 0.0/5" Hollow 17.9' b 11'-9' D 11'•0' D 10.5 D 5.10' b 5.5' b B'•t 1' b B'3' b d'•/' D 5-1' b 2' x /' x O.OSr Hollow 16'•3' b t5'-1' b 14'•1' D 13'•3' D 17-T' D 17-0' b 11'•6' b 11'-0' b 103' b 10.3' D T" x 4" z 0.016" S.M.B. 15-1' b 11'-8' b 16'3' b 15'•T D 14'-9' b 11'-1' b 13'•6' b 17.11' b 17.6' D 17.1' b I" x S" x O.DSO' S.M.B. 23'•1' D 21'•10' b ?D'-5' D 15.3' D 18'-3' b 17'•5' D 16'-8' b tr•o' D 15.5' b tr-t t' b 2" x 6" x 0.050' S.M.B. 26'-1' b 24'•2' b 27-T D 21'•3' b 20-r b 15.3' b 18'-5' b iT-9' b 1T•1' D 16'-6' b 2" x r x O.ON' Snap 11'•3' 6 10-5' b 9'-9' b 5-r b 8'-8' D 8'3' b T•t T' b T-T D T•4' b T•t' b 2" x 3' x 0.015" Snap 14'•1' D 13'a' b 12'•5' D 1 t'-9' b 11'-7 D 1O•T D tO-1' b 5.9' b 9-5 b 5-1' b 2" x /' x 0.015' Snap 1T-1' b 1r-3' b 15'•3' D 14'J' b 13'•T D 17.11' D 17.5' b 11'-11" b 11'-6' D 11'-1' b For 3 second wind gust at 120 M PH veloc ity; using design l oad of 1 3>14SF Tr ibute lo ad WidM 1M • PurOn Spacing Sectiom r-0" 3'-6" 4•-0' 4•,;" s-0• s~• r-0' 6'3' r-0' rr Allowabta Hd M 'H'! bendi b' or defleetion'd 2' x r x 0.041' Hollow B'3' b r-0' b T-6' D T•1' b 6'•8' D 6'S' b r•1' b 5-11' b 53' b S3' b 2" x r x O.OSS' Hollow 5.5' b 8'•9' b B'•r b T•9' b T•4' D r•11' b r3' b r-5 b r•r D 5'•11' b 3' x r x 0.015' Hollow 10'•5' b 5•T b 8'-11' D 8'3' D 8-0' D T3' b T•1' b T-1' D r•10' D r•T b 3' x r x 0.010' Holow 17.1' d 11'•5 b 103' b 10'•1' D 5•r D 5•r D 8'•r b 6'-5 D 8'•1' D T•10' b r x ]• x O.O/S' Hollow 17-10' D 11'•11' b 11'-7 b 10'-6' b 5.11' D 53' b 5.1' b 6'•9' b 8'•5 D 5-t D 2' x /" x O.DSD' Holow 14'-11' b 17-1D' b 17-11' D 17-r b 11'-T b tt'-0' b 10'-T b 1O•r D 5A' D !rs b 2" x 4" x O.D46" S.M.B. 1T•6' b 1ti-3' b 15'-T b 14'•4' b 13'-r b 17.11' b 17-5' b 11'•11' D 11'•6' D 11'•1' b 2' x S" x 0.050' S.M.B. 21'3' D 20'•1' b 18'-9' D 1T•9' D 16'•iD' D 1r-0' b 15'-4' b 14'•9' b 14'-r b 13'•9' b T' x 6' x 0.050" S.M.B. 23'-11' b 27-7 b 20.9' b 15-T 0 1B'-T b iT•9' D tr-11' b 16'•3' b 15.8' 0 15'•r b 2" x r x O.DN' Smp 10-0' b 5-T b 8'•11' D 8'-5 b T•1 t' D T•T D 7'3' b T•0' b 6'•9' D r3' b r x 3' x 0.015' Snap 13'•3' b 17.3' b 11'•5 D 10'•9' b 10-3' b 5.9' D 5-0' b lr-11' D 83' D S-0' b 2" x 1' x 0.015' Snap 16'•7 D 14'•11' b 14'-0' b 13'•r D 17.6' b 11'•11' D 11'-5' b 10-11' D 1O•T b 10-3' b Notes: 1. Above spans do not kiclude length of knee brace. Add horcnntal distena from upright b canter of bras to beam b On ebave apam for trial beam Spam. 2. Spam may be interpoletcd. Table 3A.2.2 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vilryl Rooms Aluminum Alloy 6063 T3 For 3 setond wind gust at 130 MPH velocity; using design load of 15 S1SF Trlbubry Load Width W ^ Purlln Spacing Sec0om 3'-0" 3'3' 4'-0' 4'3' S'-0' S3' 6'-0' r-0" T-0' T3' Allowable Height 'H'! bendirg'b' or delkedon'd 2" x r x OA41" Hollow 8'•1' b 1'-6' b 6'-11' b 5-T b r-3' b 5'-1 t' b 5'3' D 5'3' b 5'•3' b S-1' b 2" x r x OASS" Hollow 8'•10' D B'-T b T-T b 7'-r b 5.10' b 6'3' b r•3' D 5'•11' b 5-9' D S'-T D 3' x r x OA45" Hollow 53' b B'•11' b 8'~' b T-11' D T3' b T-r b r-10' b r-T b r•1' D r-1' b 3" x r x O.OTO' Hollow 11'3' D 10.8' b 5.11' b 5.5 b 6'-11' b r3' b r-r D 1'•10' D T3' b T-3' b r x 3':0.015" Ndlow 10.11' b 10.1' b 5.5' b B'•it' b S-S' b r-1' b 7'3' b T-5 b T,2' b r-11' b 2" x 4':0.050" Hollow 17.11' b i2'-11' b 17-1' b 11'x' D 1OA' b 10-3' b 5-10' b 5.5' b 5.1' b 8'-10' b 2' x 4" x OA46' S.M.B. 16'-4' b 15'-t' b 14'•2' b 13'a' b 173' b 17.1' b 11'•8' b 11'•1' b 1O•r b 10~' b 2" x S' x O.OSr S.M.B. 20.7 b 18'3' b iT3' b ir3' D 15'3' b 14'-11' b 14'•3' b 13'•9' D 13'•3' b 17•r b r x r:0.050' S.M.B, 27~' b 20.8' b 19'-4' b 1r-T b 1T•7 b 1r-6' b 15'•9' b 15'•r D 11'•r b 14'•1' D 2' x r x 0.044" Snap 5.1' b B'•11' D 64' b T-10' b T-5' b T-1' b r•9' D 6'3' b r•3' D r-1' b 2" x 3' x 0.045" Sna 12'•4' b 11'-5' D 103' b 10.1' b 53' b 5.1' b 6'3' b B'-4' D B'•1' b TA' b 2" x 4' x 0.045" Snap 15'-1' b 13'•11' b 13'-0' b 17-0' b 11'•8' b 11'-1' b 103' D 10'•3' D 5.10' b 53' b For 3 second wind gust at 140A MPH velocity; using design bad of 17 ~iSF Trlbubry load Width W • Purlln Spacing Sections 3'-0' 3'3' 4'-0' 1'3' S-0' S-6' r-0' 6'•5" T-0' T;' AllowsbN Height 'H' 1 ben ' 'b' or defkc6on'd 2' x r x O.D44" Hopow T•T b T-O' b 6'-T b 6'-r b 5'-10' D 5•T b S'-0' b S•r D 4'•11' 6 4'-9' D 2" x r x O.D55" Hollow B'•3' b T-r D 1'-7 b 6'•9' b 6'-5 b r•1' b 5.10' D 5•T D 5.5 b 5.3' b 3" x r x O.D1S' Hollow 9'-1' b 8'-S D T-t0' b T-5' D T-0' b S3' b r-5' D r•r b 5.11' D S'-9' b 3' x r x D.D7r Hollow 10.10' b 10-0' b 5.4' b B'-10' D B'-5' b T•11' b T3' b Ta' D T-1' D r-to' b r x 3' x 0.015" Hollow 11'•3' b 10.5' D 5-9' b 5•r b B'3' b r1' b T•11' b T3' D Ta' D T•t' b r x 1' x 0.050" Hollow 13'•1' b 17.1' b t 1'~' D 10.8' b 10.1' b 5-0' b 5.3' D 8'•11' b 8-T D B'-3' b r x 4' x OA16' S.M.B. 15'•A' b 14'-r b 13'•3' b 17.6' b 11'-11' b 11'3' b 10-10' D 10.5' b tO-0' b 53' b r x 5's O.OSD" S.M.B. 16'•11' b 1T•T b 16'-5' b 15'•6' b 11'-8' 0 11'-0' b 13'•5' D 17.11' b 17-5' D 11'•11' b 2' x 6' x 0.050" S.M9. 20.11' b 15.5 b 16'-T D 1T•1' b 16'•3' 0 15'3' b 14'-10' b 14'•3' D 13'-9' b 13'J' b r x 2' x O.D/4' Snap 5-0' b 8'3' D T-10' b T•1' b 6'•11' b 53" D r-5' b r-r b 5'•11' D 5'3' b r x 3' x 0,045" Snap 11'•T b 103' D 10-0' b 5.5 b r-11' b 8'3' b B'-r b T•10' b T•T D Ti' b r x 4' x O.D/5" Snap 11'•r b 13'-1' b 17.3' D 11'-T b 10-11' b 10.5' b 10-0' b 5-T D 5.3' b r•11' b NoNs: 1. Above spans do not include Inptli of knee brace. Add horitonW distance trom updgM b center of brae b beam correction b the above spans for fatal beam spew. 2 Spans may be nhrpolaled. Table 3A.3 Schedule of Post to Beam Size and Number of Thru Bolts Requirod Ahanlnum Alloy 6003 T•6 t Thru-Bolls Baam Stu Minimum Aaamab LAX' Minimum Min.1 Knae Post 5M Post Slu 114'a SIS"a Knae Brm' Bna rx4'x0.05O"Holbw 3'x3'x0.093' rx3'xO.050" 2 - rx3'xO.D50' t6 Sep Ma Seems ' T'x4"x0.0/0'x0.1Dr 3'x3'x0A93' rx3'xO.050' 2 rx3'xO.~0" i3 ft8 rxS'x0.050"x0.100" 3'x3'x0.093' rx3'x0.050' 2 rx3'xO.050' M8 rx6•x0.05o'x0.i20' 3'x 3'x0.093' rxrxo.osa' 2 rx3'xO.oso" (3i 610 rxr'x0.05S'x0.120' 3'x 3'x0.093' rx3'xO.050' 2 2 rx3'xO.05O' (3110 2'xT'x0.055'wlMsert 3'x3'x0.093' rx3'xO.05O' 2 2 rx3'xO.050' (3110 2"xrx0.012"x0124' 3'x3'x0.093' rx4'xO.050' 3 2 rx4'xO.050' R12 rxs"xo.Drr:o224- 3'x3'xo.o93• rx5xo.oso'xo.1ar 3 3 rxsxD.oso'xa.lar su rsfrxD.082"x0.306" 3'x 3'x0.125 rxB'xD.05O'x0.120' 4 3 rx8'xD.05O'xD.120' /-614 rxirx0.09rx0.369' 3'x3'x0.125 rxrxD.055x0.120' S 1 rxrxD.O55x0.12O' (6 614 DoubN Sap Mat Beams i2irxl'xO.072'x0124' 7x5x0.O50'x0.tar D 4 rx1'x0.044'x0.1ar (8 614 (2 rxrxO.OTrx0121" rxGx0.O50'x0.120' - 8 4 rx6'xD.050'x0.12O' B i14 (2 rxrx0.D6rx0.30r rxTxD.O55'xO.120' D D rx5xO.05O'x0,12O' 8 t1/ 2)rxtrxO.09rx6.369' rx8'xD.OTrx0124' 10 8 rxrxD.OSSx0.12O• 10 /1/ The minimum nanber of pru Dogs is Rl ' kTrwrxxn polll beam may be used a mwntnn knee brace .~ Q .b .~ ., J Q N Z ~CQCW G 0 O Z 0 ~C~U N -~N(9ZW ~'WZQJ ? 0 ~ ~ m Q ~ ~ J 0 ~ W~tyQ U~m~c~ J~Q~Z } ~ ~ N ~V- ~ U~~?-F= Q~pQU " i- ,~ ~ W ZtnLL N WHO WHO ~ZN U- J Q ti LLI z .. QN ^ ~N LPL J ~ HJ +++-+ p a ° ~ ~~~ ~ h. 0 ~ 2 ro C ~ WQ^~q ~? fD a0~m ~1 ~ °~~~ . ~>>p1iJ~ Wyt~- J 0 .0 •• ao ~ W aka U W~~~ C 2NF ~ 00 Wm 3 ~, ~ ~ ti f "SEAL SHEET 3 REMOVE VINYL SIDING AND 50FFIT ON THE WALL AND INSTALL SIMPSON CS•16 COIL STRAP OR EQUAL FROM TRUSS I RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST ~ EACH TRUSS !RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME NAIL STRAP W! 16d COMMON (~ TRUSS RAFTERAND PERIMETER JOIST SCREW COiI STRAP TO SHEATHING Wl k8 x t' DECK SCREWS ~ 16' O.C. VERTICALLY REPLACE VINYL SIDING PROVIDE NEW 4', 6" OR 6' x 16' CMU PIER AND SOLID FOUNDATION BLOCK ~ S-0' MAX, O.C. ALONG ATTACHMENT WALL THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE /MANUFACTURED HOME THE FLOOR, WALL, AND ROOF /--- SYSTEM ARE THAT OF MOBILE / r uew irern iocn unur dSTAII NEW 48' OR 60' ,UGER ANCHOR PER RULE 5C ~ EACH NEW PIER. JSTALL 112' CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER ,NCHOR TYPICAL WALL SECTION FOR ATTACHMENT TO MOBILE 1 MANUFACTURED HOME SCALE: 114' =1'-0' REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-t6 COIL STRAP OR EQUAL FROM TRUSS! RAFTER TO BOTTOM OF DOUBLE TOP PLATE J0157 ~ EACH TRUSS !RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME NAIL STRAP W! 16d COMMON ~ TRUSS RAFTER AND PERIMETER JOIST scREw colt srRAP ro SHEATHING WI i18 x 1' DECK SCREWS ~ 16' O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE 4' x 4' P.T.P, P05T WI SIMPSON 4' x 4"POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP b BOTTOM JSTALL NEW 48' OR 60' iUGER ANCHOR PER RULE SC ~ EACH NEW PIER. JSTALL 112' CARRIAGE BOLT 'HRU PERIMETER JOISTAND TRAP TO NEW AUGER ANCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE t MANUFACTURED HOME SCALE: 114' =1'-0' RIBBON FOOTING SCALE: 112' =1'-0' Minimum Ribbon Footing STUD WALL OR POST Wlnd Zau tl Ft x Pwt /t" O.C. Stud' Anchors 100-1ri +1D •14 t'-0' ABUN SPt 37'O.C. 170.140A +30 -1T t'-0' ARUM 5P1 32'O.C. 1408.150 + 3D - 20 i'•J' ABU 44 SPFN 48' O.C. Hainan 16' projec0orr from host struchrle. • Fa stud wetb use yr x tr L-Balls ~ 46' O.C. s+d r egwre walrers to attach sofa plats to tootirg. Sdd erxfan slap be N tlr sole pats only and cot prep sheN aD awr Oro by plate on to me sleds srdras end straps shel be per meriubdurers apeoifiatian. REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS ! RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST ~ EACH TRUSS 1 RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE !MANUFACTURED HOME NAIL STRAP W/ t6d COMMON ~ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING Wl MB x 1' DECK SCREWS ~ 16' O.C. VERTICALLY REPLACE VINYL SIDING 6"L' BOLT ~ 32" O.C. TYPE III FOOTING OR 16' x 24" RIBBON FOOTING W! (2) #50 BARS, 2,500 PSI CONCRETE KNEE WALL W12 x 4 P.T.P. BOTTOM PLATE, STUDS 6 DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W1112' P.T. PLYWOOD NAILED W! ~8 COMMON 5 O.C. EDGES AND 17 O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE 1 MANUFACTURED HOME SCALE: 1!4' =1'-0" INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE WC1 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' 'LOAD WIDTH IS 112 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) POST SIZE (SEE TABLE 3A.3) MAX. P05T HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE 1 MANUFACTURED HOME Extrusion Sizing Txbk: Uprlyht Sln Mec Beam Sin Knee Brea r x r. o.o3s• r~ r r. r. o.o~ r x r x o.ostr r. r r. r. ot>s~ r:s•><o.ostr' rxtrs.M.e. r><rea.oso' s•: r R o.o9r r><tr s.M.e. rx r.o.ostr r.rRo.tzs r.s•s.M.e. s•xr.o.o>K+• 4•~r~o.t~s r.tlrs.M.B. 3'xTso.i25' J Q NZ ~ W 0 p OZO ~C~U J~~ }WZ ? Q . 1 ~ ~fAJ W~ Vim J~Q }f'0 ~U_ U~~ Q~0 f' J Z N LL Who Woo ~ZN U- N~ J Q a~ a~ b .~ ~D r. J Q W Q M Z 0 F- U W N Z 0 ~" W '~t 0 0 N } Q ~. (,(j 2 t~ n• i`N LL. ' ~ HJ ~~a a~ ~~~ C ?~~ m~ C ~<~~ ~ ~~~~ m ~Oh~ .. . ~ > ~ tii ~ W ~ o"o`" ~~'~_~ V WaW~ C ?Nw H ~ ~0 Wm 3 J J ~a SHEET 07.06-2004 IOF S THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME THE FLOOR, WALL, AND ROOF ~- SYSTEM ARE THAT OF MOBILE ' MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE r uew rrsrn iecn unur OSITE OR PAN TYPE) OOF PANELS (CAMP BEAM [SOL.IOj R TEN PANELS TO EDGE ~) FAS N SECTION T AND 1 OR (PER DETAILS 1 6' MAXIMUM a~ .~ Q a~ b IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM F CONNECTION DETAILS s U JWWIL~,^ SCREEN OR SOLID WALL J tr s V Z (MAY FACE IN OR OUT)~~ ~~~w ~ F EDGE BEAM TABLES. 3A.1.1, 2 OST SELECT PER TABLE 3A.3 ~~ USE 2 x 3 MINIMUM .~ '" a ~ HOST STRUCTURE ROOFING N~~y~ r STRAP • LOCATE ~ EACH s = ~ ~ w POST, (2j t14' x r LAG m ~ SCREWS Q 24' 0. C. (MAX.) EAGH STRAP J (} 2 #10 x 112' SCREWS Q ~ USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION N Z ~ W ~ O WITH HOLLOW POST OZO 114' BOLT ~ 24' O.C. MAX. ~ (~ U ~ WITHIN 6' OF EACH POST ® 2 POST FASTEN 2 J N (~ Z J } W Z 0 Q x M INTO ® W! 2 EACH #10 S S .. ? O ` I"' . . . () SCREW SPLINES ' OF W (n ~ O ® I ~ • O WSW r x r z O.osr ANGLE EACH ~® EXTRUDED V~m~ SIDE (3j EACH #8 S.M.S. EACH I ® OR SUPER MAX. DISTANCE TO c~ O O Q '~ 1 INT LEG NTO POST AND 0 GUTTER HST STRUCTURE 0 O Z F- } GUTTER (MIN.) WALL 36' WITHOUT SITE SPECIFIC O N ~ U . 0 U O ~~' F- FASCIAAND SUB-FASCIA ENGINEERING Q ~ 0 Q U .F"-~~W EXTRUDED OR SUPER GUTTER I RISER Z N u. ~ (OR TRANSOM) WALL ~ FASCIA ( WITH SOLID ROOF) W ~ ~ Who scALE: r = r-D' ~ Z cv U- ~ ~ - J - ------- -_- Q BEAMS MAY BE ANGLED FOR GABLED FRAMES _ ,o__._.._ ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND _ SIZE OF POST (SEE TABLE BEAM AND POST SIZES ~ _~ 3A.3) (SEE TABLES 3A3) 1' x r MAY BE ATTACHED FOR SCREEN USING (1j POST NOTCHED TO SUR ~_ #10 x 1.112' r~ 6' FROM TOP AND BorroM ANO 2a' o.c. SIDE NOTCH POST TO CARRIER BEAM CONNECTION scALE: r = r~' w ROOF PANEL • Q (SEE SECTION 7j - 1-314'x1.314"x0.063' - --- - - -- RECEIVINGCHANNEL THRU ANCHOR PER DETAIL FOR PAN BOLTED TO POST WI THRU (® - ~_ OR COMPOSITE PANEL BOLTS FOR SIDE BEAM ~ ® _ (SEE TABLE 3A.3 FOR NUMBER ~ FOR NUMBER OF 80LTS AND OF BOLTS) ® - SIZE OF POST (SEE TABLE 3A.3) I ® _ BEAM AND POST SIZES , __~ 1'x2" MAY BE ATTACHED FOR (SEE TABLE 3A.3) SCREEN USING (1) ~- #10 x 1.112' ~ G FROM TOP POST N07CHED TO SUR AND BOTTOM AND 24' O.C. CENTER NOTCH POST TO CARR[ER BEAM CONNECTION SCALE: r =1'•0" f W N ~' N a ~~ HJ ~+ 0~• ~ V ~ C ~ ~ t C w~~ o~~ ~ ~ ~~ (n iDO~~~.~. ~>~W~ W ~ WNZ~ LLD .O •• ~ ~~~~ U W~JLL C 2~~ ~ ~o wm 3 ,~ _ o J i O7-0B-2004 OF O General Notes and Specifications: 1. The following attachments are designed to be married to block end wood frame structures of adequate structural capacity. The contracts 1 home owner shaft veri~ that the host structure a In good condition and of sufficient strength to hold the proposed addition. 2. If there is a question about the host structure, the owner (at his own expense) shop hire an architect, engineer, a a certified home inspection company to verify host strlrcbrre capacity. 3. Roll formed roof panels (pans) are designed for uniform bads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wkd upilft bads Than dead load + five loads. Spans to pans are based on deflectron of L180 fa hgh wxd zone criteria. 4. Composite panels can be loaded as walk on a uniform loads and have, when tested performed well in either test. The composite panel tables are based on bending properties determined at a deflection (unit of U180. 5. The following rules apply to attachments involving motile and manufactured banes: a. Structures to be placed adjacent to a motile 1 manufactured home built prior l01994 shad use "fourth wall construction' a shah provide detailed plans of the motile 1 manulardkxed home along with addition plans fa site specific review and seal by d1e engineer. This apples b ail screen I glass rooms, and 1 a other stnrchrres b be attached. b. Fa mobile I manufactured banes halt after 1994, structures may be attaclled provided d1e project follows the plan fa attachment of this manual. The contracts 1 home owner shop provide verification of the slnrctural system used b held d1e host strudura. 6. The shapes and capacities of pans and composite panels are (rom'Irldustry Standard' shapes, except for manufacturers proprietary shapes. Unless the manufacturer of d1e product is krlorrrl, use d1e'Irdustry Standard' Tables to adowaWe spare. 7. When cornerting a screen room to a glass room a a carport to a garage, the roof must be checked and reinforced fa the enclosed buildrrlg requirements. 8. When using TEK screws in lieu of S.M.S. longer screws must be used to comperuate fa drill head. 9. Fa high velocity hurricane zaurs the minimum live load ! apprud load shap be 30 PSF. 10. Interior walls 6 ceilings of canposle panels may have 12 sheet rods added by securing the sheet rock w/ 1' fine thread sheet rodk screws at 16' O.C. each way. 11. All fasda gufler end caps shall have water refurf ports. 12. Spans may be interpolated between values but nil extrapolated outside values. 13. Design Check List and Inspection Guides fa 5otid Roof Panel Systems are irrchded in ispectlon guides for sections 2, 3A b B, 4 d S. Use section 2 inspection guide to sold roof b Section 1. 14. All exposed screw heads through roof panels into the roof sub struchxe shad be caulked w!silicon sealant. Section 7 Design Statement: The roof systems designed fa section 7 are Main Wind Force Resistklg Systems and Comporunts and Cladding. In conformance with the 2004 Florida Buikfing Code such systems must be designed using bads fa compax3rlts 8 cladding. Thus, Sedian 7 uses several different categories of dlese klads as desrn'bed bebw. Ad pressures shown in the table below are in PSF (#1SF). 1. free-standing Structures with Mono-sloped Roob with a minimum pve load of 10 PSF except fa 1408 and 150 MPH bads which are 30 PSF. The design wind loads used are from ASCE 7-96 Section 6.5, Analytical Procedure. The k>ads assume a mean roof height of less than 30'; roof slope of 0' to 10'; I = 0.77 to open structures d 1.00 /a al others. Negative internal pressure coefficient is 0.18 to enclosed and 0.55 for partially enclosed strictures. 2. Attached Coven such as carports, pat's covers, gabled carports, and screen rooms with a minimum live load of 10 PSF except fa 1408 and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. Roof skope of 0' b 25' (+r-10'); I = 1.00. Negative inlemal pressure coefficientrs 0.18 to enclosed and 0.55 for partially enclosed structures.. 3. Glass i Modular Rooms design bads use a minimum pve load of 20 PSF and wed bads are Irom ASCE 7.98 Section 6.5, Analytical Procedure and the 2004 Florida Building Code. The klads assane a mean roof height of less than 30'; roof slope of 20' to 30' (+1-10');1=1.00. a. Enclosed structural systems use a negative internal pressure coefdclerlt = +1.0.16. D. Partially Enclosed structural systems use a negative internal pressure rxxsfdclent = +!• 0.55. 4. Overhangs use a minimum five bad of 20 PSF except fa 1408 and 150 MPH loads which are 30 PSF. Wind loads are from ASCE T-98 Section 6.5, Analytical Procedkxe to Components 3 Claddng to Enclosed a Partially Enclosed Structural Systems. The bads assane a mean roof height of less Ihan 30'; roof slope of 20' to 30' (+!• 10');1=1.0. Negative inlemal pressure coefficient is 0.18 for erxiosed and 0.55 fa partially enclosed strkrctrxes. 5. Anchors for composite panel roof systems were computed on a bad wdlh of 10' and tE projection with a 7 overhang. Any greater bad width shah be s'de spedfic. Conversion Table 7A Conversion Table 1B Load Coveraion Factors Based on Conversion Based on Mean Height of Host Mean Roof Height of Host Structure Structure for Solid Root Systems For All Components From Exposun'B'to'C' EYees~xe"R"!n"C" Man HoA Slrudun HdpM Pm~ Composn~ Pm~k 0.15 0.91 0.94 1s•2o' o.ae o.92 27.25' 0.e6 0.91 2s • 37 o.es o.e9 SPsn Muxipli,r Man Nosl Slrvclun IklpAt Lad MualPlkr Pam Canpot<lu Pmeb o•1s 1sT o.94 0.91 1 S • 20' 1.29 0.92 O.aa 27.25 1.34 0.91 O.a6 2S' • 37 1.10 O.a9 O.aS INDUSTRY STANDARD ROOF PANELS '1-- rn W Q #- 12.00' 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: r =1'•0' g ri 12.00' 11" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: r =1'-0' = 12.00' CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: r =1'-0' ALUMINUM SKIN TABLES E.P.S. CORE A-- w~ ........... z a SIDE CONNECTIONS VARY a w .... (DO NOT AFFECT SPANS) .. .. ..... . ........... 48.00' COMPOSITE ROOF PANEL pNDUSTRY STANDARD] scALE: r = r-o' PAN ROOF ANCHORING DETAILS ALTERNATE CONNECTION: (3) #8 SCREWS PER PAN WfTH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1.1f2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10x314' S.M.S. ~ 1r O.C. EXISTING FASCIA SEALANT ~- HEADER (SEE NOTE BELOW) ROOF PANEI ' #8 x 112' S.M.S. (3) PER PAN (BOTTOM) AND (1) ~ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS FOR MASONRY USE 114' x t-114' MASONRY ANCHOR OR EQUAL ~ 24' O.C. FOR WOOD USE #10 x 1.112' S.M.S. OR W000 SCREWS Q r o.c. EXISTING H05T STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION ROOF PANEL TO WALL DETAIL SCALE; r =1'•0' SEAIANT HEADER (SEE NOTE BELOW) ROOF PANEL #B z 112' S.M.S. (3) PER PAN {BOTTOM) AND (1) ~ RISER (TOP) CAULK ALL EXPOSED SCREW HEA05 ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #6 x 112' LONG CORROSK)N RESISTANT SHEET METAL SCREWS WITH 112' WASHERS. ALL SCREW HEADS SHAl1 BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN, PAN RIBS SWIM. RECENE (1) EACH #B x 112' SCREW EACH. THE PANS MAYBE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES ANO THE ABOVE SPECIFIED RIZER SCREW. #8 x 9116' TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #8 x 117' S.M.S. EXISTING TRUSS OR RAFTER (2) #10 x 1-112' S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: #10x3!4' S.M.S. OR WOOD SCREW SPACED ~ tr O.C. EXISTING FASCIA G x T x 6' 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEI ~~ _ ~ .w ..~ Q Z _~ P05T AND BEAM {PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: r =1'•D' INSTALLATION INSTRUCTIONS: A PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PIANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS ~ 6' O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) 0. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-112' S.M.S. OR W000 W000 SCREW (2) PER RAFTER OR TRUSS TAIL #10X314' S.M.S. OR WOOD SCREW SPACED ~ 1r O.C. EXISTING FASCIA a~ b ,~ .. ~D r, J Q ~ Z ~QW Opp OZO ~ l,~ U J- ZN } fn (~ J ZWZ~Q -O~Ht- ~NJOW ofSW~WO V~fOtt'~ J~QoZ ~'~ONO ~U_ V~~}F- Qn=OQV F- ,~ ~ W Z~LL ~ WHO WHO ~ZN U- ~~ J Q t. LIJ 2 < N ~N a ,~ HJ ~ Ora UZ~ ~ !. O Y C,a2}m C W<^~ N c~~omm m ~ ~~~~ ~~~w~ W ~ W°Z~ ~ D ._ .. tv ~~a~ V W~J~ C 2NF ~ ~0 Wm 3 ,, ~ 0 '> J r;i°1 EXISTING HOST STRUCTURE SCALE: r =1'-0' WOOD FRAME, MASONRY OR ~ #B x 112' S.M.S. SPACED OTHER CONSTRUCTION ~ 8' O.C. BOTH S-DES CAULK ALL EXPOSED SCREW HEADS FOR MASONRY USE 114' x 1.114" MASONRY ANCHOR OR EQUAL ~ 24' O.C. . ~. ' FOR WOOD USE #10 x 1-11r ~ 2 <ur.... S.M.S. OR WOOD SCREWS ~ .. a o :'. tr O.C. °-' ROOF PANEL ROOF PANEL TO WALL DETAIL scALE: r = r•o" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB-FASCIA FRAMING WHERE POSSIBLE ONLY.15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB-FASCAI AND THOSE AREAS SHALL HAVE DOUBLE ANCF~ORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1.114' WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEI OR PAN'S DEPTH 1'. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERUU. CONNECTED T0. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100.123 130 140 150 #8 #10 #12 #12 #6 x 112" S.M.S. SPACED sii2 B' O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ~-- ROOF PANEL " SEAL 6AJ B 07-08.2004 ~ OF ROOF PANEL TO FASCIA DETAIL ROOF PANEL TO FASCIA DETAIL SCALE: 2" ^ 1'-0" REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE #8 x 112' S.M.S. SPACED ~ PAN RIB MIN. (3) PER PAN EXISTING TRUSS ORRAFTER -o #1D x t-112' S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE -~ o-FLASH UNDER SHINGLE r--+____ w~ <w ao ROOF PAN HEADER NEW 2 x FASCIA REMOVED RAFTER TAIL ROOF PANTO FASCIA DETAIL scALE: r = r~' REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE #8 x 112' S.M.S. SPACED ~ B' O.C. BOTH SIDES EXISTING TRUSS OR RAFTER -~- #10 x 1-117' S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL H05T STRUCTURE -o o--FLASH UNDER SHINGLE w W ..... 4... :.:..~ w .:.:~.; ....., '.aA.:::..:: :•::~:: COMPOSITE ROOF PAN HEADER NEW 2 x FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: r =1'-0' EXISTING TRUSS OR RAFTER (2) #1D x 1-112' S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: (~ #10x314' S.M.S. OR WOOD SCREW SPACED [~ tr O.C. EXISTING FASCIA SCREW #10 x ('t' + 112') Wl 1.114' FENDER WASHER POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS scALE: r = r~D• INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS ~ 6' O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1' FASCIA (MIN.) -- BREAK FORMED METAL SAME HOST STRUCTURE TRUSS OR ~~ THICKNESS AS PAN {MIN.) RAFTER A ANCHOR TO FASCIA AND 'ti RIZER OF PAN AS SHOWN '~ #8x314" SCREWS ~ 6" O.C. ; j #8 x 1J2' SCREWS g1 EACH RIB .~ ROOF PANEL ~o-- 1"FASCIA {MIN.) J _ .~ 2 a COMPOSITE ROOF PANEL as -- w~ _-- ZQ aw J _ p _ Q HEADER (SEE NOTE BELOW) - _ _ _ _ ~ ~ ~Z #8 x 112' S.M.S. ~ 8' O.C. ~ Q ' F R ONRY p ~ W 0 MAS USE HEADER (SEE NOTE BELOW) O 1!4' x t-114' MASONRY p Z p EXISTING HOST STRUCTURE: ANCHOR OR EQUAL #B x (d+11r) S.M.S. ~ 8" O.C. C (~ U WOOD FRAME, MASONRY OR ~ 24' O.C.FOR WOOD USE J(nU~'ZJ OTHER CONSTRUCTION #10 x 1.112' S.M.S. OR WOOD FOR MASONRY USE ~' W Z p - SCREWS 1r O.C. 114 x 1-114 MASONRY ? ~ - - Q ~ EXISTING HOST STRUCNRE: ANCHOR OR EQUAL ~ ~ ~ ~ WOOD FRAME, MASONRY OR 24.O.C.FOR WOOD USE ~ J C W oiSW~WC OTHER CONSTRUCTION #10 x 1.112' S.M.S. OR WOOD V ~ m ~ ti ALTERNATE ROOF PANEL TO WALL DETAIL scREws ~ 1r o.c. ~ ~ o Z UON~ ROOF PANELS SHALL BE ATTA H R W H x t I ~~ (" CHED TO THE EADE 1(3) EAC #B !2' LONG CORROS ON RESISTANT U ~~- U S.M.S. Wt 112" WASHERS. ALL SCREW HEADS SHAH BE CAULKED OR SHALL HAVE NEOPRENE GASKET ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL Q ~ p Q _1--JAW BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECENE {1) EACH #8 x 11r SCREW EACH. THE SCALE: r =1'-0" Z ~ W to PANS MAYBE ANCHORED THROUGH BOXED PAN WI (3) EACH #8 x 1" OF THE ABOVE SCREW NPES ANO COMPOSITE ROOF PANELS SHAH BE ATTACHED TO EXTRUDED HEADER Wl 3 EACH W ~ a THE ABOVE SPECIFIED RIB SCREW. {) W O #6 x (d+112') LONG CORROSION RESISTANT S.M.S. ~ ~ O UZN #8 x 11Z' ALL PURPOSE N ~ SCREW ~ 1r O.C. J BREAKFORM FLASHING Q ~ 10' #8 x 112' WASHER HEADED CAULK ALL EXPOSED SCREW CORROSNE RESISTANT HEADS SCREWS ~ 8' O.C. ti ALUMINUM FLASHING W " ~ N J~ SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT d ~ HJ LL PLYWOOD / OSB BRIDGE ~ 0 v 3' COMPOSITE OR PAN ROOF U ~ ~ FILLER ~ ~ 0 Y 3"COMPOSITE (SPAN PER TABLES) C z ~ ro ROOF PANEL C ~ W (SEE SPAW TABLE) ~ ~p O m M t0 ~ ~ W r J ~ `.' .. STRIP SEALANT BETWEEN ' ~ > 0 w FASCIA AND HEADER W J O N O v 112' SHEET ROCK FASTEN TO ~ u' ~ ~ a PANEL W11' FINE THREAD U W ~ ~ a SHEET ROCK SCREWS ~ 16' C Z N O.C. EACH WAY WHEN SEPARATKNd BETWEEN ~ ~ ~ DRIP EDGE AND PANEL IS W m FASTENING SCREW SHOULD LESS THAN 314' THE FLASHING BE A MIN. OF 1' BACK FROM SYSTEM SHOWN IS REQUIRED ~ > O THE EDGE OF FLASHING J _ _ _ _ _ _ _ COMPOSITE ROOF: ALTER #B x •r +112' LAG SCREws wi NATE DETAIL FOR FLASHING ON SHINGLE ROOFS 1.114'0 FENDER WASHERS ~ SCAt.E: r =1'-0" !r O.C. THRU PANEL INTO 2 x 2 NOTES: t. FLASHING TO BE INSTALLED A MIN. 6' UNDER THE FIRST ROW OF SHINGLES. r X r x 0.044' HOLLOW EXT. 2. STANDARD COIL FOR FLASHING IS 16' .019 MIL. COIL. - - - - - - - - - - - - ~ 5116'0 x 4' LONG (MIN.) LAG 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. SCREW FOR 1.117' 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. EMBEDMENT MIN. INTO 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE ( ) RAFTER OR TRUSS TAIL QO INSTALLED. L 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS CONVENTIONAL RAFTER OR MORE THAN 1' THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS SHEET DROP. TRUSS TAIL 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. tr .03 MIL. ROLLFORM OR B' BREAKFORM IS BEST SUITED FOR HEADER SINCE R KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 6. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 112' ~ sEPARATION MINIMUM. WEDGE ROOF CONNECTION DETAIL 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRK)R TO INSTALLATION. SCALE: r =1'-0" 07.OB•2D04 OF S 6' x 1'x6' 0.024' MIN, BREAK FORMED FLASHING ROOF PANEL ~~... ~~ J Za .. ~ aw ..: w ao _, ~~ _~ RIDGE BEAM COMPOSITE PANEL 1' x r OR 1' x 3' FASTENED TO PANEL Wl (2)114' x 3" LAG SCREWS N" "' • _..__.. FOR 140 31. (2)318'x3' H BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF POST SIZE PER TABLES SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW I NI w QI >I I z XX. o QV ~W m~ 0 ~~ a SCALE: 114' =1'-0' I I I I I I I EXISTING TRUSSES OR A I I RAFTERS I I q I I A B I U B I HOST STRUCTURE I N 1 _ _I_ _ II _ N ~( II II II II II o--U II II II it II II ~___ _-_~ FASCIA OF HOST STRUCTURE r x RIDGE OR ROOF BEAM (SEE TABLES) SCREEN OR GLASS ROOM WAIL (SEE TABLES) ~-1r MAx. ---~ (WITHOUT ADDITIONAL ROOF BEAM AND SUPPORTS MAX. ROOF BEAM SPACING IS 5 O.C.) SCREEN OR SOLID WALL ROOM VALLEY CONNECTION ei ~ u v~eur 5(:ALE: 118' =1'•U' 30# FELT UNDERUIYMENT WI 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024' FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 36.8 MIN. 1.12' PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN.1" ~ INSIDE FACE FASTEN WI (2)#8x3' DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS A • A • SECTION VIEW SCALE: 11r =1'•0" r x 6' FOLLOWS ROOF SLOPE B • B • ELEVATION VIEW SCALE: 112' =1'-0' ATTACH TO ROOF WI RECENING CHANNELAND (8) #10 x 1' DECK SCREWS AND (8) #1D x 314' S.M.S. RIDGE BEAM rx6' EXISTING 112" OR 7116' SHEATHING RISER PANEL ALL LUMBER #2 GRADE OR BETTER (OPTK)NAL) DOUBLE PLATE FOR NON•SPLICED PLATE WALLS 16'•0' OR LESS SCALE: r =1'-0' EXISTING FASCIA SEALANT PLACE SUPER OR EXTRUDED GUTTER BEF{INO DRIP EDGE EXISTING TRUSS OR RAFTER #to x r s.M.s. ~ 1r D.c. 17 0 SCH. 40 PVC FERRULE 3' PAN ROOF PANEL (MIN. SLOPE 114":17 (3) #8x314' S.M.S. PER PAN Wl 314' ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1J4' x 8' LAG SCREW (1) PER TRUSS 1 RAFTER TAIL AND 114" x 5' LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 scAlE: r = r-0' POST SIZE PER TABLES EXISTING FASCIA PLACE SUPER OR EXTRUDED INSTALL Wl EXTRUDED OR EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE BREAK FORMED 0.050' SEALANT ALUMINUM U-CLIP WI (4)114' x 1.112' LAG SCREWS AND (2) #10x2' S.M.S. Q 1r O.C. 114' x 4' THROUGH BOLTS 12' 0 SCH. 40 PVC FERRULE (TYPICAL) SEALANT TRUSSES OR RAFTERS __ (1)#Bx314'PER PAN RIB (2} 114' x 4' LAG SCREWS AND - - - - - WASHERS EACH SIDE SLO - - - - - ---~ CAULK EXPOSED SCREW ONLY HEADS 3' PAN ROOF PANEL POST SIZE PER TABLES 114" x 8" LAG SCREW (t) PER EXTRUDED OR SUPER GUTTER {MIN. SLOPE 114':1 INSTALL Wl EXTRUDED OR TRUSS I RAFTER TAIL AND 3' HEADER EXTRUSION BREAK FORMED 0.050" 114'x5' LAG SCREW MID WAY FASTEN TO PANEL Wi(3) ALUMINUM U-CLIP WI (4)114' x BETWEEN RAFTER TAILS #8 x t2' S.M.S. EACH PANEL 1.112' LAG SCREWS AND (2) SUPER OR EXTRUDED GUTTER 114• x 4' THROUGH BOLTS EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 (TYPICAL) SCALE: r = r•o' (3) #B WASHER HEADED SCREWS WI 1' EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W1 VAPOR BARRIER BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT #1o x r s.M.s. ~ 2a• o.c. SEALANT 112' 0 SCH. 40 PVC FERRULE 114' x 8' LAG SCREW (1) PER TRUSS 1 RAFTER TAIL EXISTING FA5CU1 EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 WHEN FASTENING PANELS OR PANS TO WOOD PUTES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1' COMPOSITE PANEL AlL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON-SPLICED PLATE WALLS 18'-0' OR LESS UNTREATED OR PRESSURE TREATED WI VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: r =1'-0' scALE: r = r-0' OPTION 1: r x _ x 0.050" STRAP ~ EACH COMPOSITE SEAM AND 112 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE WI HEADS {3) #10 x r INTO FASCIA AND PLACE SUPER OR EXTRUDED (3) #10x314' INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: U4' x 8' LAG SCREW (1) PER TRUSS I RAFTER TALI IN 12"0 SCH. 40 PVC FERRULE SEALANT @ 24' O C #10 x r S M S 3' COMP051TE ROOF PANEL . . . . . (MIN. SLOPE 114'; 1') EXTRUDED OR 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL Wl EXISTING FASCIA #8 x 12' S.M.S. EACH SIDE ~ 1 r O.C. AND FASTEN TO SEALANT GUTTER WI LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: r = 1'-0' #10 x 4' S.M.S. W11.12'0 FENDER WASHER ~ 1r O.C. CAULK SCREW HEADS b WASHERS CAULK EXPOSED SCREW HEADS 3' COMPOSITE ROOF PANEL I (MIN. SLOPE 114': t~ .C A b r, .~ ~o .~ J Q NZ ~ W 0 ~ OZO ~(~U J~ ZJ } ~ ZWZ~Q -~pF•F- ~~J JpW o~SW~WO V~LD~r J~QoZ }~~ND ~U_ V~~}H Q~OQU .F'J~W ZNU• ~ Whet Who ~ Z N U- ~~ J Q ti ll! z t~ ^, ~ N LL j e hLL ~ 0 ° ~ U ~ C ~~ C W~~ <,.~ ~ ~o ~ (D ~_~~ m ~ ~F~~ . ~ jaw$ W ~ ~~'ov ~ LL ' °_~ V Wv~W~ C i N W ~ n0~ ~ 2m W , (0 J Q SEAL SHEET 07-08.2004 OF 8 i B • B • PLAN VIEW scALE: 112' = r-0' PAN TO WOOD FRAME DETAIL SUPER OR EXTRUDED GUTTER SOFFIT ~~ / ~ ~ ~ J (2) #10 x 11r S.M.S. ~ 16' O1C / ~ r 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9"BEAM DETAIL scALE: r = r~" FLASHING 0.024' OR 26 GA. GALV. r x r x O.D6' x BEAM DEPTH + 4' ATTACH ANGLE'A' TO FASCIA W! 2.318' LAG SCREWS ~ EACH ANGLE MIN. 2' x 3' x 0.050' S.M.B. (4) #10 S.M.S. ~ EACHANGLE EACH SIDE A = WIDTH REQ. FOR GUTTER B =OVERHANG DIMENSION BEAM TO WALL CONNECTKMI: (2) r x r x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WI MIN. (2) 318" x r LAG SCREWS PER SIDE OR (2)114' x 2-114' CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' (ALTERNATE) (1)1-314' x 1-314' x 1-314' x 118' INTERNAL U•CI.IP ATTACHED TO WOOD WALL W! MIN. (3) 318' x r LAG SCREWS PER SIDE OR (3)1!4' x 2.114' CONCRETE ANCHORS TO CONCRETE OR MA50NRY WAIL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: r =1'-0' PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER (BREAK~ FORMED OR EXT.) #8x9116' TEK SCREWS ~ PAN RIBS EACH SIDE HEADERS AND PAN0.S ON BOTH SIDES OF BEAM FOR CAULK All EXPOSED SCREW GABLED APPLICATION HEADS d WASHERS #8 x 112' S.M.S. {3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-114' SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER SCALE: r =1'-0' WHEN FASTENING PANElS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1' CAULK ALL EXPOSED SCREW HEADS d WASHERS FOR COMPOSITE ROOFS: #10 x (1 + 117') S.M.S. WI 1.114'0 FENDER WASHERS ~ 12" O.C. (LENGTH = PANEL THICKNESS + 1' ~ ROOF BEARING ELEMENT (SHOWN) AND 24' O.C. ~ NON-BEARING ELEMENT (SIDE WALLS) PAN OR COMP051TE ROOF PANEL #8 x 11r S.M.S. (3) PER PAN ALONG PAN BOTTOM FOR PAN ROOFS: (3) EACH #8 x 1/2' LONG S.M.S. PER 1r PANEL WJ 314' ALUMINUM PAN WASHER ~_ ROOF PANEL (PER TABLES SECTION 7) ,~_ SUPPORTING BEAM (PER TABLES) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: r =1'-0' 0.024' x 1r ALUMINUM BRK MTL RIDGE CAP ALTERNATE 314'f# HOLE GUTTER PAN ROOF FASCIA COVERS PAN d SEAM OF PAN d ROOF 318' x 3-112' LOUVER VENTS OR 3!4'0 WATER RELIEF HOLES REQUIRED FOR 2.11r d 3' RISER PANS GUTTERS FOR 2.112' AND LARGER PANS SW4LL HAVE A 314' 0 HOLE OR A 318" x 4' LOUVER ~ 1r FROM EACH END AND 48' O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UPON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2.112' ALSO RECEVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060' SPACER ~ RECEIVING CHANNEL ANCHOR POINTS {2) #10 x 2.112' S.M.S. ~ RAFTER TAILS OR ~ r O.C. MAX. Wl 7'x6' SU8 FASCIA r x 6' S.M.B. W1 (4) #10 S.M.S. ~ EACH ANGLE EACH SIDE NOTCH ANGLE OPTK)NAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEVIt) SCALE: r =1'-0' VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 118' x 3' x 3' POST OR SIMILAR #1 o x a• S.MS. w1114 x 1-112' S.S. NEOPRENE WASHER B' O.C. SEALANT #8x9116' TEK SCREW ~ B' O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS (3)114'>~J THRU-BOLTS (TYP.) #8x9116' TEK SCREW ~ 6' O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM @ POST DETAIL SCALE: r =1'-0' 0.024' X tr ALUMINUM BRK MTL RIDGE CAP #10 x 4' S.M.S. W11/4 x t-1? VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL r x SELF MATING BEAM NEOPRENE WASHER ~ B' O.C. SEALANT #8 x 9116' TEK SCREW ~ 8' O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 118' WELDED PLATE SADDLE Wl (2)114' THRU•BOLTS a~ a~ b .., .. a J Q NZ ~ W 0 ~ OZO ~(9U JN ZJ } O ZWZOQ -OpF_-F' ~fA.~ W ~ ~~0 W>W U~mstf` .~~QoZ }~p°0 ~V-N- tJ~~~~ Q~pQU _F-..IOW ZNLL (~ W~ef WHO ~ZN U- ~~ J Q LtJ N LL JM yJ ~+ OLLO ~ U ~' C ~ w~~ ~ c~ ~o^" mro~ ~~ .~~pW~ WyZ~- J 0 .O ALL' ~~ ~~ U w-~~ C 2 N III ~ ~o Wm 3 ~ ~0 J ~ °/'~ ~~~o 6D 8 #5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2' =1'•D" PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2' =1'-0' 07-08.2004 OF ~11~F-B~ ROOF PANEL TO BEAM DETAIL 0.024' ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET #8 x 112" CORROSION RESISTNE WASHER HEADED SL`REINS ~ 24' O.C. ALTERNATE #8 z 112' S.M.S. W! 112' 0 WASHER. TYPICAL INSULATED PANEL SCALE: 2' =1'-0' NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8x518' CORROSION RESISTNE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12' ON ALL PERIMETERS AND 24' O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 117' CORROSK)N RESISTNE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W10.024' ALUMINUM PROTECTNE COVER MULTIPLY SPANS IN SECTION 5 OR T BY 1.28 FOR H-26 METAL b 120 FOR H-14 OR H•25 METAL. COVERED AREA TAB AREA 318' TO 1!2' ADHESNE BEAD FDR A 1' WIDE ADHESNE STRIP UNDER SHINGLE SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W! EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W1 ADHESNE OR SCREWS SEALANT BEADS PROFAB COMPOSRE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH BJDUSTRIAL ADHESVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3!6' T0112' DIAMETER SO THAT THERE IS A 1' WIDE STRIP OF ADHESVE WHEN THE SHINGLE IS PUT IN PLACE. FOR AREAS UP T0120 M.P.H. WIND ZONE: 1) STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESNE UNDER THE SHINGLE Al MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2) SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESNE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1) STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESNE UNDER THE SHINGLE AT MIO COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2} SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ' ADHESIVE: CHEM REX - PL PREMIUM 948 URETHANE ADHESNE OR OSI - RF140 MINIMUM ROOF SLOPE: 7 IN 12' COVERED AREA , TAB AREA W! 1"ROOFING ° NAILS INSTALLED PER ° MANUFACTURERS SPECIFICATION FOR NUMBER o 'C AND LOCATION A o b . ~ " o ' o SUBSEQUENT ROWS ~p o ^' 318' T0112' ADHESNE BEAD ° FORA 1' WIDE ADHESNE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W! EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE WI ADHESNE OR SCREWS 7116' O.S.B. PANELS PROFAB COMPOSRE ROOF PANEL WRH O.S.B. ' AND STANDARD SHINGLE FINISH DETAIL SCALE: N.TS. SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 3:12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRl~T10NS. 2. SEAL ALL SEAMS WITH PRO 2000 CHEMREX 948 URETHANE AND CLEAN THE ROOF OF ANY DIRT, GREASE, WATER OR OIL 3. APPLY 16 MILS OF MORTON 652 GLUE TO THE PANELS AND INSTALL 7116' O.S.B. OVER THE GLUE AND PANELS. 4. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION, SECTION 1507.38. 5. INSTALL SHINGLES IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION, SECTION 1507.3. UNIFORM LOAD I a A B SINGLE SPAN CANTILEVER UNIFORM LOAD I I A B C 2 SPAN UNIFORM LOAD l A B 10R SINGLE SPAN UNIFORM LOAD I ! I A B C D 3 SPAN UNIFORM LOAD 1 I l l A B C D E 4 SPAN NOTES: 1. 1=Span Lerglh a = Overt~ang Lerglh 2. An spans listed In the tables are to equa~r spaced distances between supports a anchor points. 3. Panels shall not be spliced except at supports. SPAN EXAMPLES FOR SECTION 7 TABLES SCALE: N.T.S. ti W =~ ~~ a: ~ ~ y~ ~+ ~ .r ~ U C ~ r ~ ~ w~~ ~ ~ o~^ ro ~~ m ~ ~~~.. . ~ WOW LU ~~Z~ J 0 .O •. m ~ a~~~ V W~~LL IC Z N 111 ~ ~o Wm 3 ~ 0 S J ~`~ V 07.08.2004 OF 8 SECTION 7 SOLID ROOF PANEL PRODUCTS Table 1.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Alumtnum Corporation Statewide Product Approval NFL1049 Manutaclurers' Proprietary Products: Afuminum Alloy 3105 H•14 or H-25 Foam Co-e E P S N1 Density 3" x 48" z 0 024" Panels Foam Core E.P.S. N1 Density ,. Wind 0 en Structures P Mono-Sloped Rool Screen Rooms b Attached Covers Glass d Modular Rooms Enclosed Overhang 1 Cantilever Region td1 span 3 span 4 span 1i2 span 3 span 4 span td2 span 3 span 4 span All Roots 10oMPH 21'•4' 23'•10' 23'-0' 20'-4' 22'-9' 21'•11" 15'•1` tl'•9" 16'-3" 4'•0" ttO MPH 21'•4' 23'-t0' 23'-0' 18'•8" 20'-11' 20'•2" 13'- ' 15'-4" 14'•10" 4'-0" 120 MPH 20'-4' 22'•9' 21'•11' 17'•5` t9'•S' 18'•10` 12'•6" 13'•It" 13'-6" 4' 0" t 23 MPH t 9'-6' 2 t'-t0" 2 t'• t' t 5'-t t' t 8'- t t' t 8'-3" t t'-8' t 3'-8" t 3'-2" 4' 0" 130 MPH t8'-0' 20'•2' 19'•5' t5'•t' t7'-9" 16'•3' tt'•t` 12'•11' t7-6' 4'0" 140 MPH 12'x' 13'•9' 13'•3" 12'-4' 13'-9' t3'-3" 10'•3' t t'-6' t t'•t" 4'•3' 150 MPN 12'•4' 13'•9" 13'•3' 12'-4' 13'•9" 13'•3" 9'-6' 10'-8' 10'x" 3'-11' 3" r 48" Y 0.010" Panels Foam Con E.P.S. N1 Density Wind 0 n Structures I~ Mono-Sloped Roof Screen Rooms i Attached Covers Glass b Modular Rooms Enclosed Overhang ! Cantilever Region 1i2 span 3 span 4 span 1i2 span 3 span / span tit span 3 span 4 span All Roofs t00MPH 24'•11' 21'•11' 21'-0" 23'-10' 26'-8' 25'-9` 18'•8' 217-t0` 20'-2" 4'-0' 110 MPH 24'•11' 27'•11' 2]'-0' 21'-11' 24'•6' 23'•8' 16'•2' 19' 3' t8' 8' 4'-0" 120 MPH 23'•10' 26'-8' 25'-9' 20'-5' 27-10' 22'-1' 14'-8' 17'-8" t5'-t0" 4' 0" 123 MPH 22'•11' 25'•]' 24'•9' 19'-t0' 22'-2' 21'•5' 14'-4' 16'-0" 15'-6' 4'-0' 130 MPH 21'•2' 23'-1' 22'•10' 18'-8' 20'-IO' 20'-2' 13'•7' 15'-2' t4'-8" 4'-0` 140 MPH t4'-5' 16'•2' t5'-]' t4'-S' 16'•?` 15'•7" 12'-8' 14'•2" 13'-8" 4'•0" 150 MPH t4'-5" 16'•2' t5'-7' 14'•5' t6'-Z' 15'•7' tt'•2' 13'•2' 12'•9" 4'-0' 4" r 4,lt" r 0 D2~" Panels Fmm Cora EP.S N1 Density Wind Open Structures Mono-Sloped Root Screen Rooms i Attached Covers Glass d Modular Rooms Enclosed Overhang! Cantilever Region 162 span 3 span 1 span 1i1 span 3 span 4 span 1b2 span 3 span 4 span Alf Roofs 100 MPH 23'•5' 26'•2' 25'•3" 22'-3' 24'-t t` 24'-1" 17'•5' 19'-6' t8'-t0" 4'-0" 110 MPH 23'-5' 26'•2' 25'-3' 20'-6' 22'•11' 22'-2' 15'•1" 18'-0" t7' S" 4' p" 120 MPH 22'-3' 24'-tt' 24'•1• 19'-t' 2t'-0' 20'•1" 13'•9' 15'•4" 14'•10' 4'-0" 123 MPH 2t'-5' 23'•11' 23'•2' 18'-6' 20'•9' 20'-0" 13'•5" 14'•11' t4'-6' 4'-0" t 30 MPH 19'•9' 22'• t" 2 t'-a' 17'•5' t 9'-0' t 8'• 10' 12'•8" t d'-2" t 3'-8` 4' 0" 140 MPH 13'-6' 15'•1' 14'-7' 13'-6' 15'•1' 14'-7" t t'•3' 13'•3' 12'-9" 4' 0" 150 MPH 13'-6' 15'•1' t4'-]' 13'-6' 15'•1" 14'-]" 10'-5" 12'•4' t t'•4" 4' 0" I" v to". n ntn" D~nnlc Fnnm Cnr• F D S !N flonctrv Wind Open Structures Mono-Sloped Rool Screen Rooms i Attached Covers Glass i Modular Rooms Enclosed Overhang 1 Cantilever Region 132 span 3 span 4 span tit span 3 span 1 span tit span 3 span 4 span All Roofs 100 MPH 26'•11' 30'-t' 29'•1' 25'-0' 28'-9' 21'-9' 20'•1' 27-5' 21'•8' 4'-0" 110 MPH 16'-11' 30'•1' 29'-t' 23'-8' 26'-5' 25'-0' 18'•7' 20'•9" 20' t' 4'-0' 120 MPH 25'•8' 28'-9' 21'•9' 21'-11' 24'•7' 23'-9' 15'•10' 19'-t' 18'•5' 4'-0" 123 MPN 24'•8' 27'•7' 26'x' 21'x' 23'-11' 23'•1' 15'•5' 18'-0` 17'•11' 4'-0" 130 MPH 22'-9' 25'-5' 24'-7' 20'•1' 22'•5' 21'-8' 14'•7' 17' S' 15' 9' 4'-0` 140 MPH t5'-7' 17'•5' 16'•10' 15'-7' 11'•5' 16'-10' 13'-8' 15'-3' t4'-9' 4'-0' 150 MPH 15'-7' t7'-S' 16'•10' 15'•1' 17'•5' 16'-10" 12'-8' 14'-2' 13' 9' 4'-0" Note: Total roo! panel width =room width + wall width + overt-ang ~~ ry Lawrence E. Bennett P.E. FL # 16644 ~ '"-~°" Crvrl ENGINEER • DEvEIOPtuENlCOrvSUEUNT Elite Aluminum Cor oration P P 0 eox 2u36e. sOUrr, o~Y•roN~ rE l21tT 1801 N w. 64th Street TELEPHONE 13tf6i76~an~ P...~P,oo„cw r,uc 13e6i 16r~ssa ~_ Ft Lauderdale. FL 33309 Tet 1954;491.3700 Fax (95a)a9t ~a;~ PAGE C7 COPYRIGHT Loa i I 7-34 NOT TOdE RFFNODu(tOiN,tir,OtE OFIIVVnAT ..~I,•i.; • ?..t r,~iTTENVE~M~SS~VnC~ :F:.~tNIE E t3l~+NE'; ~'i SOLID ROOF PANEL PRODUCTS Table 1.3.6 Allowable Spans for 0.014" PRO-FAB Composite Panels wt EZ-LOCK for Various loads Metal: USA Building Products L.P. Manofacturera Proprietary Products: Alumtnum Alloy 3105 H•14 or H•25 Foam Core E.P.S. N1 Denslry 3" x 48" x 0.021" Roof Panel w! EZ•LOCK Wind Open Structures MonoSloped Roof Screen Rooms i Attached Covers Glass i Modular Rooms Enclosed Overhang ! Cantilever Region tit span 3 span 4 span 1i2 ,span 3 span 4 span 112 span 3 span 4 span All Roofs 100 MPH 21'-4' 23'•10' 23'-0' 20'-1' 27-9' 21'•11' 15'-1' 11'-9' 16'-3' 4'-0' 110 MPH 21'•4' 23'-10' 23'-0' 18'-8' 20'•11' 20'- 13'-9' 15'•4' 14'-10' 4'-0' 120 MPN 20'~l' 27-9' 11'-11' 17'•5' 19'-5' 18'•10' 17.6' 13'•11' 13'•6' 4'-0' 123 MPH 19'•6' 11'•10' 21'-1' 15'•11' 18'•11' 16'-3' 11'-8' 13'-8' 13'-2' 4'-0' 130 MPH 18'-0' 20'•2' 14'•5' 15'•1' 11'•9' 16'-3' 11'•1' 11'•11' 17.6' 4'-0' 110 MPH 17-4' 13'-9' 13'•3' 12'4' 13'•9' 13'•3' 10'-3' t t'-0' t t'•1' 4'-3' 150 MPH 12'•4' 13'-9' 13'•3' 12'-4' 13'-9' 13'•3' 9'-6' 10'-8' t0'~' 3'-1 t' L' r u" ,r a e?~" Reef Panel wl EZ-LOCK Wind Open Structures MonoSlo d Rool Screen Room: i Attached Covers Glass i Modular Rooms Enclosed Overhang ! Cantilever Region 1i2 span 3 span 1 span tit :pan 3 span 4 span 1i1 span 3 span 4 span All Roots 100 MPH 23'-S' 25-2' 25'-3' 27.3' 21'-t t' 24'-t' 17'-S' 19'•6' 16'-10' 4'-0' 110 MPH 23'•5' 26'•2" 25'•3` 20'5' 27.11' 27-2' 15'•1' 18'-0' 17'•5' 4'-0' 120 MPH 27-3' 24'•11' 24'•1' 14'•1' 21'•4' 20'-7' 13'-9' 15'x' 14'•10' 4'-0' 123 MPN 21'•5' 13'•11' 23'•2' 18'•6' 20'-9' 20'-0' 13'-5" 14'-11' 1/'-0' 4'-0' 130 MPH tP'•9' 17-1' 21'•4' 17'-S' 19'-0' 18'•10' 17-8' 14'•2' 13'-8` 4'-0' 140 MPH 13'-0' 15'-t' 11'•1' 13'•6' 15'•1' 14'-7' t t'-3' 13'•3' 17.9' 4'•0' 150 MPH 13'-0' 15'•1' 14'-7' 13'-0' 15'-1' 14'-7' 10'-5' 12'x' 11'•4' 4'-0' c" „ u" Y e A~!" Rnnf Panal wl EI.E_t~CK Wind n Structures MonoSlo d Rool Screen Rooms i Attached Cover: Glass t Modular Rooms Enclosed Overhang 1 Cantilever Re Ion 9 t ~ span 3 span 4 span tit :pan 3 span 4 span tit span 3 span 4 span All Roofs 100 MPH 26'-5' 24'-6' 28'-0' 25'-Z' 28'•1' 27'-Y 19'-8' 21'•11' 21' 3' 4'-0' 110 MPH 26'-5' 29'•x' 28'-0' 23'-2' 25'•10' 24'•11' 18'•1' 20'x' 19'-8' 4'-0' 120 MPH 15'-Z' 28'-1' 21'•2' 21'-6' 24'•1' 23'-3' 15'-6' 18'-8' 18'-0' 4'-0' 113 MPH ' 24'-2' 27'-0' 26'•1' 20'•11' 23'-5' 27-7' 15'•1' t8'-1' 11'-6' 4'-0' 130 MPH 27.4' 24'•11' 24'•1' 19'•8' 21'•11' 21'-3' 14'x' 15'•11' 15'-5' 4'-0' 110 MPH 15'•3' t1'-0' 16'•5' 15'•3' 17'-0" 16'-S' 13'~t' 14'•11' 14'-S' 4'-0' 150 MPH 15'•3' 11'-0' 16'-5' 15'-3' 11'-0' 16'-5' 17-5' 13'•1 t' 13'•5' 4'-0` r ., u• „ n n~~• D,,..r D....1 ~d F7.1 r1f'K Wind 0 n Structures Pe MonoSlo d Roof . Screen Rooms i Attached Covers Glass i Modular Roomt Enclosed Overhang 1 Cantilever Regltln 11.2 span 3 / span :pan 1 iss span 3 span 4 span 1 i2 :pan 3 span 4 span All Roots 100 MPH 29'•1' 375' 31'•5' 21'-8' 30'•11' 29'•11' 21'-8' 24'-3' 23'-5' 4'-0' 110 MPH 29'-1' 37.6' 31'-5' 25'•6' 26'•6' 27'5' 20'•1' 27.5' 21'-8' 4'-0' 120 P •1 ' 24'•11 3'-9' 16'•6' 25'-8' 18'-5' 20'•7' 19'-10' 4'-0' 123 MPH 26'-0' 29'-9' 28'•9' 23'•1' 25'-9' 24'-11' 17'•10' 19'-1 t' 19'•3' /'-0' 130 MPH 24'•7' 21'-6' 26'x' 21'-8' 24'-3' 23'-5' 15'-9' 18'•9' 18'-Z' 4'-0' 110 MPH 16'-4' 18'-4' 18'•2' 16'-9' 18'-9' 18'-7 14'-9' 17'•4' 15'-11' 4'-0' 150 MPH 15-4' 18'•9' 18'-2' 15-9' 18'-9' 18'-7 13'-8' 15'•4' 14'•10' 4'-0' Note: Total troo( panel wldtlt ^ room wIdKA + wall wlatn + overnang SECTION 7 a~ a, b .~ .. ", Tu n P.E. FL # 16644 Lawrence E. Ben ett S U 11 d i n P f Od U C C S L. P. CrVll ENGINEER • DEvEIOPluEk1' CoNStn T,+nr1 9 nn ri an tra t;rovcland fl 34136 P.0 et)x 211361, SOUTH DAYTOru. Ft J2~2T ]I1S c c y, rEIEPnONE:1316)T61an~ TEI: (351) 11]-1166 x202 FAx: ()S2) 429-2011 FNC.1386)16T~S56 TDII FREE: 1-100-)42.901) Dkaufst<ann~leetalsusa.co~e ® Cot-YRIGHT 1001 NOT r0 eE REPRODUCED tN wHO~E OR IN PARt wiTnOUT THE wRiTTEN PERA1tSStON OE UwaENCE E BENNETT, P E PAGE 7-45 Table T.1.1 Alowable Spans for Industry Standard Riser Panels for Various Loada Table T.1.3 Allowable Spans for Industry Standard Riser Panels for Various Loads Table 7.1.5 Allowable Spans for Industry Standard Cleated Panels for Various Loads Aluminum Alloy 3105 H•14 or H•25 Aluminum Alloy 3105 H•14 or H•25 Aluminum Alloy 3105 H-14 a H•25 1.11N: tr. a eu• ! er S Rih Riser Perak ]'t 1r: a_02N Z rr S RM Rker Prrk t.LP r 1r: n n9~• cr..r.,l o...k Wind Oqn Structures MonoSlopad Roof Screen Rooms 8 Atpched Coven Glua 8 Modular Rooms Encbsed Overhang f CmtOwer Region 1i2 span 3 aqn 4 aqn tit span 3 sqn d sqn tit span 1 sqn 4 sqn All Roofi 100 MPN 6'b' 8•r 6'-5' 5'•tt' T•S Tb' 4'•11' 6'•r 5-r 1'•11' 11D MPH 6'•1' T•7 T•11' 5•T 6'•11' T•1' 4'-B' S•7 5'•11' 1'-10' 120 MPH 5'•ta T•r T1' 5i' 6'-r S-0' 4'•5' S-5 S'•T' 1'•7 123 MPH 5'•7 T•1' T-3' S'•r 6.5' S-T' 1'1' S'1' S'•5' 1'-0' 130 MPH 5'-0' S•7 6'•11' 4'•11' S•2' 5.3' 4'•2' 5•r 5'3' 1'-0' 110 MPH 4'-0' S'-7 5'•1a 4'-0' S•7 5'•10' 3'•11' 4'•11' S'-0' 7'-T 150 MPH 4'-0' 5-7 S•ta 1'b' 5•T 5'•7 3.1a r-0' 1'•ta 1'b' Wind Oqn SMtrchrns MonoSbpad Roof Screen Rooms i Atlachsd Covers Goss i Modula Rooms Encbsad Owrhag 1 Caltlisvar Rapbn 18,2 span 3 span 4 span 18.2 spsn 7 spsn 4 span 1i2 sqn 3 sqn 4 sqn AR Rook 100 MPH 14'-S iT•iD' 1S•r 13•T 16'-9' iT•T 11'•1' 14'•r 14'•5' 4'-0' 110 MPH 13-11' iT•17 17-r 17•T 15•r 1S•11' tai' 13~' 13-T 3-it' 12D MPH 1r•r 16'1' 1T•T 11'•8' 14'•11' 15.3' Sb' 17.0' tr•7 r•7 123 MPN 1r-0' 16'•1' 16'•5' 11'-0' 14'-8' ir•11' 7-0' 1r1' 17-0' 3-0' 130 MPH ir•T 15'•T 15'-11' 11'•1' 14'-2' 14'•5' 7~' 11'•6' 11'A' 3-0' 110 MPH 1a•o' 171' 1r-r 1a-a 17i' it-r 8'•10' 1a-11' 11'-2' 3'a' 150 MPH 1a-0' 1r1' 77-T 1a-0' 1r1' it-r d'd' 1a-5' 10'-0' 3'•r Wind Oqn Structlses MonoSbped Roof Saran Rooms i Attached Covan Glus i Modula Rooms Encbsad Ovsrhsng f Ca+tAwsr Regon 182 span l span 4 span tit span 7 span 4 span tit span 3 span 4 sqn AN Roofi 100 MPH tab' 17.11' 13'•r 7•T 11'•ta 17.5' 8'•1' 7.11' tar 3-0' 110 MPH 9-ter 17b' 17.10' 8'•11' 11'•1' it'-r T1' S1' 7b' r-10' 120 MPH 71' 11'•r 11'•10' B'•6' 1ab' to-0' 6'•11' e'•7 8'•11' 7-0' 123 MPH 5•r 11'1' 11'-T 8'1' tai' to-0' 6.7 8'-0' 8'•10' 7-0' 130 MPH B'•7 1a•10' 11'•1' 8.1' 7.11' to-r 6'•T 8'1' 8'b' 7•T 110 MPN T•3' 8'•11' 7•r T-3' 6'•11' S-r S•3' T•it' 8'•i' 2'-S 150 MPH T•r B'•it' 9•r T-1' 8'•11' 9•r 5'•11' T'•5 Tb' 2'1' U .~ Q .~ Wind Oqn Structures Mora•Stoped Roof Screen Rooms i Atlached Coven Gkss i Modular Rooms Encbsed OverMng f Cantllwar Rplon 1i2 sqn 3 span 4 span tit span 3 sqn 4 sqn 182 sqn 3 span 4 span AN Roofi 100 MPH G•11' 8'•10' 74' S-5' 8.1' 8'•r S•1' 6'-r s'•7 2'-1' itOMPH S•r 81' 8'b' 5'•11' T•S T-r 5.0' S•r 6'1' t'-11' 120 MPH 8'-r 7'•11' 8'•1' s'-0' r•o' r•r 4'•7 S'•ta 5'•11' 1'-t0' 123 MPH 6'-r T•T T•11' S'•T 6'•it' T-0' 4'-0' S'•7 5.10' 1'-10' 130 MPH 5.11' T•3' T•5 54' 6•T 5.9' 4'b' S-0' S-0' t'-7 110 MPH d'•11' S-r S•r 4'•11' S•r 5-r 4'•3' S'•3' S•5' 1'-0' i50MPH 4'•11' S-r 6'•r 4'•1a 6'-0' 6'•1' 4'-1' S-0' S•r 1'•T t.vr. +r . a nsr s e. R RM alur C.iuM NAnd Open SWcturn Mom.Slopad Roof Saeen Rooms, i Atbchad Coven Glue i Modular Rooms Encbsad Owrhsng 1 CsntlNva Rpion 1i2 span 7 span 4 sqn tit spsn 3 span 4 spsn tit span 3 spsn 4 span AN Rook 100 MPH 6'•5 1a1• 1a•r rb' 7-0' 7-0• 6'-3• T-11• fr•r r•S 110 MPN T•11' 9-7 7.11' T-0' 8'•ta 7.1' 5.11' T•3' TS' 2'•r 120 MPH T1' 7.3' 7.5' B'-0' 0'1' 8'b' S-0' 6'•10' 6'•11' 2'•r 123 MPH T-r 7-1' 9.3' 6'b' 8'-r 8'•5' S•5' S•7 6'•10' r-1' 130 MPH 5.11' 8'-0' 8'•10• 6'•3' T•it' 6'•r S-3' S-0' 6'•T r-1' 14oMPH s•1a r-r T1• s'•1a r-r rl' s-0' S•r 51• r-1r 1sD MPH sera r-r Tl• s-0• r~• rr 1'-7 s'•1r 5-0' r-1o' now: rover row genre wrom =room wrom • weu wrom • arenlarlp. Table 7.1.2 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H•14 or H•25 1.1@':1r s O.D24' 2 or S Rih Rlsa Pamk Wind Open Structures MonoSbpad Roof Screen Rooms i Aldched Coven Gkss i Modulo Rooms Enelaed Overhang 1 GrltRwa Region tit span 3 span 4 span 1i2 span 3 sqn I span 1i2 span 3 span 1 span AD Rook 1DDMPH 15-11' 21'-0' 21'ur' 15'•11' 2a1' 2a-7 13'-0' 15-8' 1T-T 4'-0' 11D MPH 16.6' T1'-0' 21'5' 11'•ta 17.3' 17.8' 17.8' 15'-8' 15-0' /'-0' 120 MPH 1S•r 2a1' 2a-7 14'•r 18.1' 18-4' 11'•6' 11'•7' 15-0' 4'-0' 123 MPH 15.4' 19.10' 2a-r 13-11' 1T•11' 18'1' 11'•1' 11'$' U'-7 1'-0' 130 MPH 14'-1a 19-7 19•r 13'•6' 1fi•8' tT•T 1a-11' 13.11' 1r-r 4'-0' 110 MPH 11'•7 /d'-T 11'•10' 11'-9' 11'•r 14'•1a 1a•5 13'-1' 13•T 3'-11' 150 MPH 11'•7 t4'-T 71'•ta 11'-7 11'-T 1/'-ter 9.11' 17.7 tr•it' 3-7 1.1lY a 1r s O.eSO.2 or S Rm Rfar Penek Wind Open SWeturaa MonoSbped Roof Saran Rooms i AttacMd Cavan Glus i Modular Rooms Enclosed Owrharp 1 Cantllsrar Regbn 1i2 sqn 3 Wan / span 1i2 span 1 sqn / span 182 span 3 span 4 span Aa Rook 10o MPH 7-0• 1a-0' 1a-7 ra0' 9-0' 7-10' S1• fr•r 5-r rb' 110 MPH 5-0' 9.11' ta•1' T•r 8'•11' 7•r 5.11' Tl' Tb' 71' 120 MPH T•S 7.5' 9•T 5.7 5-0' S-6' S'•T 6'•11' T-1' r•r 1r! MPH T•r 9•r 7.5' S•r 51' Sb' S-0' 5.10' 6'•11• r•r 130 MPH 5•n• 5.10' S•ir 51• 8'•r 6••r sl• 5•r 5-0' r•4• 140 MPH 5.11' T•r T-5' 5'•11' T•3' T•S 5'•1' S•r 5.5' 1'-11' 150 MPH 5.11' T•r T•5' S'-7 T•r T•r 4'-1D' 5'•11' S•1' 1'•11' tan'. tr. a ese• ~ e<s are ar,.r v,~.r. Wind Oqn Structures MoraSloped Roof Seven Rooms i AttaeMd Coven Gbu i Modular Rooms Enebssd Overtanp 1 CanWaver Region 1i2 rpm 3 sqn d span 1i2 span 3 sqn 1 sqn 112 span 3 sqn 4 sqn AO Roofs 100 MPH 9'•11' 17-3' 17-0' 9'•1' 11'-3' 11'b' T-5' 7•S 9-0' 7-11' 110 MPH 71' 11'-T 11'•9' 8'-0' 1a•6' ta•7 5-t 1' 0.10' 5.11' 7-0' 120 MPH 0'•11' 1a•11' 11'•r 6'-0' 7-11' ta•1' 6'•T 0'~' B'-6' r•T 123 MPH 8'-0' 1a-7 ta•11' T•11' 9-9' 7.11' S•5' e'•r 51' 7-0' 130 MPH 8'i' 1a1' lab' T-S 7-0' 7-0' S•r T•it' 0'-1' 7-S t40MPN 6'•11' B'-0' d'-0' 6'•11' Q'b' S-0' S-it' Tl' T-0' rl' 150 MPM 5-11' 8'-6' S-0' S-7 5b' B'-0' 5-0' T-0' T•r r•r ..~....w..w. ym.c...,.~ - ~~~~ wmm . xas wrow • ovanwrlg. ~•. tr.new~e.ROUekvo.,,.r. Wind Open S1ruNlsn MonoSbpad Roof Senn Room i AMaelad Coven Glass i Modular Roortw Enebsed Overhang 1 Grrdlwsr Regon tit sqn 3 sqn 1 span tit Wen 3 span 1 span 182 sqn 3 span 1 sqn AS Root tOD MPH 15•r 19•r 17-0' 14'-0' 10'-0' 17.1' 175' 15'1' 1S-r 4'-0' 11D MPH 15.1' 17J' 17-8' 13'•r iT•6' ib'-0' 11'•r 14'•5 14'•8' 1'-0' 120 MPH 1<'•3' 18'-8' 17.1' 13'•1' iS•2' 16'•6' ta•T 13'•8' 13-9' 4'-D' 123 MPN 11'•1' te'•r 16'-T 17.10' 15.10' tfT-r tae 13.3" 13'-T 3-11' 130 MPH 13•T 1S•ta 1T-T 17.5 151' 15•T 1a•1' tr•10' 13.1' 3'•ta 140 MPH ta•1a 13.1' 13.6' 1a•ta 13'•4' 1Y•6' S•T 11'•10' 1r-0' r•T 150 MPH ta•ta 13.4' 13-0' 1a-to' 1?1' 13-0' S•1' 11'-3" 11'•8' 3-5 r a 1r a D_asr Z err s am ale.. Veneta Whrd Open Struehsa Mora3bped Roof Scnan Rooms i Aaaehad Coven Glaze i Modula Rooms Enebaed Overhslq 1 Cantlkver R~°n 1i2 span 3 span 1 Wan 112 Wan 3 span 4 pan 182 spsn 3 Wan 4 Wan A8 Pooh 1D0 MPH 18'-3' 27.8' 2r-11' 1T•8' 11'•10 27.3' 14'$ 18'-0' 16'•10' 4'-0' 110 MPH 18'•r 275 2r-11' 15.11' 2a•T 21'-0' 13•T 1T•T 1T•11' 4'-0' 120 MPH iT-0' 21'•10' 2r-3' 15-r 47-0' 2g•1' it-9' iS-0' 16'-1' 4'-0' 123 MPH 16'•5' 21'•3' 21'•8' 15'-0' 17.3' 17-0' 17•T 15.6' 15.10' 4'-0' 130 MPH 15.11' 2a•1' 2a-0' 14'-5 /8'-0' 16'•10' 11'-9' N'•ii' 15•r 4'-0' 149 MPH ir-0' 15-r 15-11' ir-0' 15•T 15.11' 11'-2' 14'•4' 14'•r 4'-a' 150 MPN ir-0' 15•r 15-11' 17-0' iS-r 15-ii' 1a-0' 13.8' 13-11' 4'-0' noa: row roor grar wlem = mom wlam + was wool + avemang. Table T.1.4 Albwable Spans for Industry Standard Riser Panels for Various loads Aluminum Alloy 3105 H•28 Y * 1?'. aMl" 7 er 5 alA oiur a.e.l. Wind Open SMuctrrns Mono,Sbpsd Roof Screen Rooms i Atbched Coven Ghss i Moduar Rooms Endosad OveArag 1 Cantasvar Region tit span 3 span / span tit span 3 sqn 4 span tii span 7 apan 1 rqn AS Roofs 100 MPH 11'•r 1T-11' t51' 13'-8' 1T•5' 1T-9' 11'-r 14'•3' 14'•T 4'-0' 110 MPH 14'•1' 1T•ii' 18'•1' 17-7 15-9' 15-0' tab' 13.5 13-7 3.11' 120 MPH 1r1' 1Tb' 1R7 11'•9' 15.1' 155' 7-11' 17•r tr•10' 3-9' 123 MPH 13•r 15•r 1T1' 11'-r 14'-1a 15.1' 7A tr•6' tr-8' 3$' 130 MPH 17.9' 15-9' 15-0' it'•r trr 1d'•T 7•S 11'-0' 11'•10' 3-r 110 MPH to-1' 17b' 17-7 ta•1' 17-0' 17.9" 5-it' 11'•1' 11'.'1' 31' 150 MPH 1a-1' 17-0' 17.7 ta•1' trb' tr-9' Sb' ta-0' ta-7 3.3' 3' :12' a 0.030.2 or 5 RIA Rker Parrk Wind Oqn SWCNres MonaSbped Root Scrnn Rooms i Atfiehad Coven Glue i Modular Rooms Encbssd Overhang 1 Cantawar Region tit span 3 opal 4 Wan tit span 3 aqn / span tit spsn 1 Wan 4 span AN Rook 1D0 MPH 15.7 17.5' 17•ta 11'•ta' 18'•10' 17-2' 17b' 15.5 15'-9' 4'-0' 110 MPH 15•r 175 17.10' 13-9" 1T•ta 18'-r 11'•3' 14'•6' 14'•1D' 4'-0' 120 MPH 14'•5 15.1a 17•r 13•r 15•r 15•r ta-0' 13-T 13'-11• 4'•0' 123 MPH 1d'•r 10'1' 18'-0' 1r•11' 1S•11' 151' 4ab' 1r•S 13.6' 3.11' 170 MPH tr•7 1T1' iT-7 1r•8' 1SS' 15-7 tar tr-11' trr 3.10• 11D MPH ta•11' 13'•6' 13.9" ia•11' 13b' 13-9' S-0' 171' 1r-T 3.8' 150 MPH twit' 13b' 13-9' 1x•11' 13b' 13.7 7•r 114' 11'-r 3'-6' r,r tr. a ese• ~ d a eve or... s.•,.r. Wind Open Sbueaan MoraSbpad Roof Screen Room i Attached Coven Gi»s i Modufer Room Encbssd Overhang 1 CarMwer melon lit span 3 Wan 4 Wan tit sqn 3 sqn 1 spsn tit spsn 3 span 1 spsn AN Rook 1D0 MPH 18'•5' 27.7 23'•r 1T•10' 2r-0' 27-5' 1d'•r 18'•6' 17.1• 4'-0' itOMPH 18'-S 2r•7 23'-r 16'•1' 2a•la 21'•3' 13'-7 1T-7 18'-1' 4'-0' 120 MPH 1T•10' ?r-0' 2r•S 15-5 15.10' tar 17.11' 15.11' 16'-3' 4'-0' 427 MPH 1T1' 21'5 21'-10' 1S-r 158' 15•ta iT-0' 15.6' 15.11' 4'-0' 130 MPH 15-1' 2a1' 2a-9' 1<'•r 18'-0' 17.1' 11'•11' 15.1' 15-5' 4'-a 410 MPM 1r-7 15-9' 15.1' 17-9' 45.9' 18'•1' 11V' 14'•5 11'•9' 4'-0' 150 MPH it-7 15'-7 15-1' 1r-7 15.7 1 •1' la•7 13'•7 1t'-0' 1'-0' nwr 1 ow row peon wrom = man wroa • weer Wroa1 + OVanang. t.3r1•. tr: n eae• cl.eeea P,nele Wind Open StructlsTes MaaSlopsd Root Serean Rooms i At4ehad Coven Gast t Modular Rooms Encbsed Overhang 1 Cartllwa Region tit spsn 3 sqn 4 sqn tit span 3 spsn 4 span 1i2 aqn 3 sqn 4 spsn AR Roofi 100 MPH 11'-r 17.11' 11'•r tai' 13-1' 13-1' 0'-0' 1a-0' ta•11' r•r 110 MPH 1a•r 13'•6' 13'-9" 7-0' 11'•11' tr-5' 8-i• 7.11' to-r r-1' 120MPM 1a•1' 17-7 13-0' 7.1' 11'•3' 11'-6' T•5' 7.5' 7-0' r•it' 123 MPH 5•ta 17•T 17•iD' 8'•11' 11'-i' 11'-r Tl' S1' 7b' r•ta 170 MPH 7•S it'-0' 17.5 0'-0' 1a-0' 1a-tt' T-0' 7-0' 7•r 7.7 110 MPH T•10' 7-0' 7•ta T•10' 7-0' 5.10' 6'-7 e'•r 8'-9' 7•r 150 MPH T•10' 7-0' 7.1a T•10' 7-0' 7.1D' S•5' 6'•r 64' r-0' t.w•. +r. a nrr n..r.,r o..,.a Wind Opan SWetures MoraSbped Roo} Seven Rooms i Attached Coven Gins 8 Modugr Roams Encbsed Overlong J CaMiltvsr R~°n 182 sqn 3 Wm 4 span 182 sqn 3 sqn / span tit span 3 sqn 1 sqn AS Rook tDO MPH 13•r 161' 15•T tr•5' 151' 15-0' far 1r-11' 13•r 3'•10' 110 MPH 17-7 15'•9' 15-1' 11'•r id'-r 14'-6' 7b' 11'-0' 17.5 3'•r 120 MPH 11'-7 14'•11' 15'-3' 1a-0' 13.8' 13.11' 8'-it' 11'•1' 11'•3' r•5' 123 MPH 11'•T 14'•9' 15-0' ta•6' 13-5 13'-8' 8'•10' to-11' 11'-1' 31' 13oMPH 11'•1' 11'•r 11'-0' 1a-T 17.11' i3•r 5-0' lab' 1a•7 3•r ldorroH 7•r 1r1• 1rb• 9•r n•1• 1r-0' i'-r 1a•a 1a•r 3-r 150 MPN 9•r 11'1' 11'•6' 7•r 11V' 11'•6' T-0' 7b' 9.7 r•11' now: r over roor panel wrom =room warm • waa wrom • ovemang. Table T.1.6 Allowable Spans for Industry Standard Composite Root Panels for Various Loads Aluminum Alloy 3105 H•14 or H-251.0 EPS Core iknsity Foam r . v . e n~e• a..,.r. WMd Open Structures MonoSloped Roof Saan Rooms i AnacMd Coven Glass i Modular Rooms Enebssd Ovarfrarrg Cantllavar Ra9bn 182 span 3 apan 4 span 1i2 Wan 3 Wan 4 Wen 182 span 3 span 4 aqn A6 Root 1DOMPH 1T1' 19-0' 15-7 15•ta 18b' iT•10' 11'•8' 13-0' 13-r 1'-0' 110 MPH 16'•6' 17.1' 18'-7 14'•r 15'•10' 15'-r 1a•6' 17.6' 11'-5' 4'-0' 120 MPH 15'•r 18b' 1T•10' 13•r 11'•10' 11'1' S-0' 1a•ta 1a-0' 4'•1' 123 MPH 14'-1C 1T-9' 16'•1' 17.11' 11'•6' 13.11' 7.6' to-T 1a-r 3.11' 130 MPH 1d'-r 1S-ter 15'•3' 11'-8' 13'•8' 13-3' 7-0' to-1' 7.7 3.3' 140 MPH 1a•o' 11'-r to-10' 1a•o' it'-r to-10' 84' 91' 7~ r•11' 150 MPN 1a-0' tt'•r ta•ta 1a-a' 11'-r 1x•10' T-S' S-0' B'1' r-10' 1• r IR' r e nW a.tik Wind Opm 5tnxiurn Mono-Sbped Roof Seraan Room i Atbchad Covers Gisss i Modulo Rooms Enebsed Overfwng 1 GMilavsr Regon 182 span 3 span 1 span 1i2 span 7 span 4 span tit sqn 7 apan 4 span AS Rook 100 MPH tab' 27.11' 27•r 15-0' 21'•1a 21'•1' 14'5 15•r 15-0' 4'-0' 110 MPH 2a-0' 27.11' 2r•r 1T•11' 2a•1' 17-5' 13-3' 11'•7 74'-r 4'•0' 120 MPH 17b' 21'•iD' 21'•1' 15-7 18'-8' 16'•1' 11'-5' 13.5' 13-0' 4'-0' 123 MPH 18'•7 21'-0' 2a1' 151' 18'-r 1T•T 11'•r 13.1' 1r-0' 4'-0' 130 MPH 15.7 171' 18'•9' 1r-0' 15-r 1s'-0' 1a•a' tr•5' 11'-0' 4'-0' 14ofIPH 11'•10" 13•r 17.7 1x•10' 13•r 1r•7 7.11' 11'•1' ta-0' r-1' 150 MPH t1'•ta' 13.3' 17.7 11'•10' 13.3' 1r•7 7•r ta•r 7.11' 31' WMd Open Structures Mora-Sbped Roof Screen Room i Aftaclad Coven Ghu 8 Modubr Rooms Enebsad Wahsrq 1 Candkver Rsgisn 182 apm 3 Wan 4 span 1i2 span 3 Wan 4 span 1i2 sqn 3 sqn 1 sqn Ap Roofi t00MPH 2a-0' 271' 21'-T 17-1' 21'1' 2a•T 14'-r 15.1a iS-r 4'•0' 110 MPH 2a-0' 2r1' 21'•r 1Tb' 17•T 18.11' 1r-11' 11'•5' 13'•11' d'-0' 120 MPH 17-1' 21'i' 20'-r 151' 15•r 1T-0' 11'•r 13•r 17-0' 4'•0' 123 MPN 151' 2a-0' 17.1a 11'-11' 1T-7 15•r twit' 17•ta 171' 4'-0' 130 MPH 16'1' 18.11' 17.3' 11'•r 15.1a 15'-3' to-S 11'•T 11'•3' d'1' 140 MPH 11'•r tr•11' 17b' 11'-T 17-11' 1r•6' S•S' 1a-7 1a-S' 4'-0' 150 MPH 11'•T 17.11' 1T-6' 11'-T 17.11' 1rb' 5'•11' 1a-0' 7-0' 3-r Nola: Tobl roof panel wldM • room width + wall wfdtll + overhang Wind Oqn Saucturn Mono•Sbped Roof Swear Rooms i Atbched Cwsn Glass i Modu6r Rooms Encbsed OverMng 1 CantRever Rpbn 182 span J rpm 1 spsn 182 span 3 span 1 span 182 span 3 sqn 1 span AO Rook tODMPN 23'-1' 2S•10' 21'•11' Zr•a 2/'-T 23.7 16'•4' 17•r 17-r 4'-0' 11DMPH 23'-1' 25'•1a 21'•11' 2a•3' 27-0' 21'•11' 11'•11' 1T•1a 15.1' d'-0' d'- 3'• ' 1 •1 1'•1 2a 1 1 '• 1 4' 123 MPH 21'•r 23'-8' 27.1a 181' 2a-0' 17-9' 1J'•3' 14'•7 14'•3' 4'-0' 130 MPH 19.6' 21'•1a 21'•1' 161' 19'•r 16'-T 17b' 11'-0' 13'-6' 4'-0' 110 MPH 13'x' 14'•11' 14'-5' 13'-4' 11'•11' 14'-5' 11'•r 13.1' 17.8' /'-0' 150 MPH 134' 1/'-t1' 1r-5' 13'1' 14'-it• U'-5' 1a1' it'•T 1t'-r t'1' M .~ ~0 ., J Q t~ Z ~QW ~ZO ~C}U J~~Zfn }WZ~J ? ~ m fn.~pa e~W jW ~"" V~ma~ J~QoZ >'~po0 ~V-NF- V~~?'U Q~OQW H J ~ N Z~LL w ~ 'd WHO ~ZN U- J Q ~, W zN ~~ a ~~ ~ J za ~ oda U Z ~` C F•~q W~n~ C Q ~^ ~ ~o m t0 0 ~ ~ # W~W~ W ~~,z.. J 0 .O •- ~ ~' a:~=~ U Wawa C =aw H ~ d0 Wm ~ ,0 J .~ 4 S SEAL SHEET oT-oe•zoo4 8 OF General Notes and Specifications: The following exWsions are considered to be "Industry Standard' shapes. The properties are based on die drawings tumistied by Florida Extruders International, Inc.. 1 ~~' A = 0.243 In? ~ WT = 0.218 p,l.f. 0 ~ = 0.f36In' 0.044 N Sx = 0.137 h? ~ 6063 • T8 1" x Z" x 0.044" OPEN BACK SECTION scALE: r =1'-0' 1.00' A = 0.287 in.' WT = 0.329 p.l.f. Ix = 0.368 m.' 0.044' g ~ Sx = 0.247 n? 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION 3.00' A=0.716in.' WT = 0.820 p.Lf. 5 Ix = 0.477 in,' 0.07 ' '+ N Sx = 0.477 in? --'k 6063 - 76 3" x 2" x 0.070" PATIO SECTION scaLE: r = r~• 3.00' A =1.061 in.' WT =1.239 p.l.t. 0.093" -}- °o Ix =1.523 in.' " Sx=1.Of5in.' 6063 - T6 3" x 3" x 0.093" PATIO SECTION scALE: r = r-o' 2.00' A = 0.424 In? WT = 0.466 p.i.t. b Ix = 0.231 in.' 0.044 + ° Sx = 0.234 in? N --~ 6063 • T6 2" x 2" x 0.044" PAT10 SECTION sCALE: r = r~' 2.00' A = 0.496 in? WT = 0.568 p.l.t. ~ Ix = 0.276 in' 0.055" + of 5x = 0.279 in.' --'k 6063 - T6 2" x 2" x 0.055" PATIO SECTION scALE: r = r-D" 3.00' A = 0.451 in? WT = 0.620 p1.t. 5 IX = 0.336 m. 0.045' + N Sx = 0.336 in.' ~c 60tH-T6 3" x 2" x 0.045" PATIO SECTION SCALE: r =1'-0' scALE: r = r-o" 3.00' , A =1.438 in.' 0. t 2 -}- $ WT =1.648 p.l.t, ~' Ix =1.984 in.' ' - Sx -1.323 in. 6063 - T6 3" x 3" x 0.125" PATIO SECTION SCALE: r =1'-0' 4.00" A =1.938 in.' YVT = 2.221 p.l.t. g Ix = 4.854 in.' 0.12 + 5x = 2.421 in.' v 6063 - T6 2.00' A = 0.451 in.' wT = o.s2o p.l.t. Ix = 0.640 ki.' + 0.045' "' Sx = 0.427 in? 6063 • T6 2" x 3" x 0.045" PATIO SECTION SCALE: r =1'-0' 2.ao• A= o.s8s r,.' WT = 0.785 p.l.i. " '} Ix =1.393 in' 0.050 ~ Sx = 0.697 in.' 6063 - T6 2" x 4" x 0.050" PATIO SECTION scALE: r = r.~ 2,00" A = 0.954 ~? WT =1.093 p.l.t. Ix = 2.987 in.' 0.062" -~ ~ Sz =1.195 in.' n 6063 - T6 2" x 5" x 0.062" PATIO SECTION SCAIE: 2' =1'-0' 4" x 4" x 0.125" PATIO SECTION scALE: r = r•o" 2,00" A = 0.482 ~.' VJT = 0.552 p.l.f. Ix = 0.609 in,' 0.050' + $ Sx = 0.406 ~.' c~ 6063 - T6 2" x 3" x 0.050" TILT SECTION scALE: r = r~' 2.00' A=0.581 in? WT = 0.687 pl.f. g Ix =1.ZZ8 a~.` 0.050' ~- v Sx = 0.614 ht' 6063 • TB 2" x 4" x 0.050" TILT SECTION SCALE: r = t'-0' 2.00' 2.00" 2.00" A = 0.666 in.' 2.00' WT = 0.763 p.l.i. A = 0.613 in? (1) #8 x 1.112" UPRIGHT: WT = 0.702 p.l.f. - . , m S.M.S. ~ 6' 0.044 -(- - ~ • . • , A -1.259 m. k = 0.694 w~. Sx = 0.466 nt. ` Ix = 0.773 in' ~ FROM ENDS, TOP N ~ + $ WT =1.443 p.l.i. o A =1.990 in? OR BOTTOM AND BEAM: ~ Sx = 0.515 in.' _ i6" O.C. D'~4 = 4 S = 4 0.04 0.055' + ~ Ix 8.746 in. WT = 2.280 .Lt. ~ ty 0. 06 hr.' y 0. 10 in? P 6063 • T6 n Sx = 2.490 in? Ix = 21.981 in ~ b 6063 - T6 b c 2.00' o •~ „ „ N ~' T6 O.OBr -}- o Sx = 4.885 in? ~ ~' 2 x 3 x 0.045 SPECIAL SECTION ~ ~ sons - Ts „ „ „ SCALE: 2' = r•o' ° 1 x 2 x 0.044 OPEN BACK SECTION WITH •~ 2" x 2" x 0.044" PATIO SECTION A = 0.561 in? STITCH W! (1} #8 S.M.S. ~ 24' O.C. (1} #8 x 2.112' wf =1.122 p.l.t. TOP AND BOTTOM S.M.S. ~ 6' 2.00' ` be = 0.762 in.' FROM ENDS, TOP A = 0.847 a~.' 0.093 + g _ , „ " „ " OR BOTTOMAND - ri Sx - 0.920 h 2 X 7 X 0.055 x 0.120 STITCH W! (1) #8 S.M.S. ~ 24" O.C. @ 16' O.C. OR NVT - 0'971 p.l.t 6063 - T6 TOP AND BOTTOM PILOT HOLE Wl 0•~~ + $ UPRIGHT: SELF MATING BEAM N SCALE: r =1'-0' 2" X 9" X 0.072" X 0.224" CAP AND (1) #8 x ~ Ix =1.295 in' Sx = 0.654 in.' 3" x 3" x 0.045" FLUTED SECTION 112' s.M.s. BFAM: scALE: r = r-D' SELF MATING BEAM INTERNAL s• = 0.54o in.' s = o.5as ~.' J 2'ar FROM ENDS, TOP ~ y Q scALE. r 1-0' 6063 - rs ~ OR BOTTOM N Z AND ~ 16' O.C. ~ ~ W z.oo' _ • , 2" x 2" x 0.044" PATIO SECTION WRH ~ A 2.2501n. 2.00' " „ „ O Z O wT = 2.sls p.i.t. 2 x 2 x 0.044 PATIO SECTION ~ U U A = 0.772 in? ~ = q ~ SCALE: r =1'-0" -'I Z J 0.055' be 15. 27 in. } to (~ _ WT = 0,885pJ.f. ~ Sx = 4.408 h.' Z W Z ~ Q 0.046' + b o Ix =1.940 in' r [ O ~ E" o a ~ N 6063.76 0 0 ._ !~ J 0 W Sx = 0.959 In, r 2.00' o A = 0.592 MI. ~ o A= 2.355 in? °!S W~ W Q 6063 - T6 r WT = 0.678 p.Ll. U ~ QO ,a pp ~ WT = 2.698 p.l.f. O.D44 UPRIGHT: -j ~ O Z D.asr + ° Ix = 2s.as1 in.' - . , _ . , ~ -- Q o ~; ~ Ix - 0.457 n Sx - 0.355 n. U [ N 0 STITCH WI (1) #8 S.M.S. ~ 24' O.C. Sx = 5.885 n. 0. ,~, $ !r ~ ~ STITCH WI 1 #8 5.M.S. 24' O.C. TT M 6063 - T6 N U ~ } U () ~ TOP AND BO 0 b = 0.369 in.' Sy = 0.369 n? Q ~ ~ Q TOP ANDBOTTOM -'k - F' J ~ W 6063 - T6 Z N W fn „ „ „ „ 2" x 7" x 0.055" x 0.120" W ~ ~ 2 x 4 x 0.046 x 0.100 SELF MATING BEAM WI INSERT lit ~ o SELF MATING BEAM _ . 1" x 2" x 0.044" SNAP CAP SECTION WITIi ~ Z N scALE: r -1 ~" U _ scALE: r =1'-0' sTITCH w! (1} #8 s.M.s. ~ za" o.c. 2" x 2" x 0.044" PATIO SECTION to ~ TOP AND BOTTOM ~ SCALE: r =1'1Y J ii z.oo~ 2" x 9" x 0.062" x 0.346" Q 2 SELF MATING BEAM oo• , SCALE: r =1'-0' N N z~ _ o Lll ~ A - 0.964 in. A =1.853 in? ~ N WT =1.105 p.l.t. _ ~' ~ ~ WT - 2.123 p.l.f. ~, y u. 0.049" +• $ Ix = 3.691 'n.' O.Or 8 Ix =16.638 in.' 2.00" ~ ~ ~ N Sx -1.468 xl. Sx = 4.157 m? ~ p Y 0 6063 - T6 [ ~ m 6063 -T6 [ W ~ n m 43 ~omm "r m ~O 0~~~ 0 r, WSW.. ' ~ 0 = z ~ ~jyZv STITCH Wt (1) #8 S.M.S. (~ 24' O.C. STITCH Wl (1) #8 S.M.S. ~ 24' O.C. A 3.032 ~. J Q . O -. TOP AND BOTTOM TOP AND 80TTOM WT = 3.474 p.l.f. ~ M- ~ ~ a „ " „ „ O.D9r + ~ Ix = 42.563 in. U W ~ J V. 2 x 8 x 0.072 x 0.224 ° sx = s 504 in' C =" ~ 2" x 5" x 0.050" x 0.120" SELF MATING BEAM ~ ~ o SELF MATING BEAM sos3 • Ts W m SCALE: r =1 •o' ~ ,, SCALE: r =1'-0' ~ > a STITCH W! (1~ _J ij 2 DO" #8 S.M.S. ®24' O.C. TOP AND BOTTOM A =1.095 ~? 2" x 10" x 0.092" x 0.369" WT =1.255 p.l.t• SELF MATING BEAM 0.050' -F ~ Ix = 5.919 in' ~ _ m scALE. r 1 ~' c Sx =1.965 in.' 6063 - T6 ° SEAL SHEET STITCH WI (1} ft8 S.M.S. ~ 24' O.C. TOP AND BOTTOM 2" x 6" x 0.050" x 0.120" SELF MATING BEAM Q S ALE: =1'-0' 07-08.2004 8 C r OF (1)>ra x 2-12' S.M.S. ~ 6 3•ar FROM ENDS, TOP OR BOTTOM MID ~ 18' O.C. OR PIIOT HOLE Wr CAP ' A =1.367 in' AND (,) 4a. ur S.M.S. INrERNAt a 0 093• FROM ENDS, TOP OR BOTTOM . WT = 1.566 p.l.f. AND ~ 16' O.C. o -~ o Ix = 2,655 in. ~ LOAD APPLIED NORMAL TO THE a Sx =1.328 in.' 6063 • T6 4' DIRECTION ' 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION CORNER POST SCALE: r =1'•0' (2)rax2•tns.M.s.~l; M 1.00' o FROM ENDS, TOP OR BOTTOM AND ~ ts' o.c. oR PILOT HOLE wi cAP A =1.361 in' AND (t) ilb x trl S.M.S. lrtERNAI a• WT =1.566 p.1.i. FROM ENDS, TOP OR BOTTOM .~. S Ix =1.892 h' AND ~ 16' O.C. ri Sx =1.261 in' 6063 ~ LOAD APPLIED NORMAL TO THE RECT • S DI ION 4,D0' 1" x 3" x 0.044" OPEN BACK SECTION 1RRH 3" x 3" x 0.093" PATIO SECTION WALL POST SCALE: r =1'-0" (2) Aa ~ 2-12' S.M.S. Q 6' C! 1.OD' p FROM ENDS, TOP OR BOTTOM AND ~ A ° 1 654 in ~ 16' O.C. OR Pa.OT HOLE W7 CAP . . AND (1) Na: t@' S.M.S. IJTERNAL e' WT =1.895 p.l.f. FROM ENDS. TOP OR BOTTOM + o IX = 2.260 In.' AND Q 1G O.C. ~ Sx =1.507 h' 6063 ~ LOAD APPLIED NORMAL TO THE 3' DIRECTION . • 5.~ (2)1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PAT{0 SECTION WALL POST scALE: r = r-D' 4.00" v N 0 o.or + + $ m A=3.706 h' WT = 4.246 p.l.f, Ix = 33.216 in.' Sx = 8.314 in' 6063 - T6 STITCH Wl (i) #8 S.M.S. Q 24' O.C. TOP AND BOTTOM OF EACH BEAM 4.00" -~- ~ . M 0 o.oer + + o m A = 4.710 in' WT = 5.397 p.lf. ix = 52.963 in.' Sx =11.770 in' 6063 - T6 STITCH Wl (1) #8 S.M.S. Q 24' O.C, TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS SCALE: r =1'-0' 4.000' iA 0 g + + c o.osr A = 6.0631n' WT = 6.941 p.l.f. Ix = 85.165 In.' Sx =17.007 h' 6063 - T6 STffCH W1(1) p8 S.M.S. (c~ 24' O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS scALE: r =1'-0' a.oo• 'v N O O.Or + + ~.). O M -~c A = 4.429 R1' Wi = 5.075 p.l.f. Ix = 48.869 in.' Sx = 9.754'm.' 6063 • T6 STITCH W! (1) MB S.M.S. ~ 24.O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS SCALE: r =1'-0' 4.00' a N N O o.or + + ~ a (2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS Wl 2" x 4" x 0.038" SCALE: r =1'-0' 4.00" a N N ~ =4.702 h' A = 3.980 in' WT = 5.388 p.lf, WT = 4.560 p.lf. Ix =62.947 h' Ix = 43.963 h 0.07r + ~- g Sx =11.425 h' Sx = 9.T IO h' °i 6063 • T6 6063 • ~ STITCH WI 1 N8 S.M.S. 24' O.C. O @ STITCH W1(1) #8 S.M.S. ~ 24' O.C. TOP ANO BOTTOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM o+ N (2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS 2 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS W! 2" x 4" x 0.038" SCALE: r =1'-0' SCALE: r =1'•D' ,~..~ ~ o.osr 0 0 fV -~ A = 6.249 in' WT = 7.160 p.l.f. lx =101.446 in' Sx=16.9Dih' 6063 - T6 STITCH Wl (1) NB S.M.S. ~ 24' O.C. 70P AND BOTTOM OF EACH BEAM (2) 2" x 10" x 0.09Z" x 0.369" SELF MATING BEAMS WITH 2" x 4" x 0.038" scaLE: r = r~o' 2.00' A=0.569 h' 0.045 + ~ WT = 0.652 .I.f. ni p Ix=0.332 h' Sx = 0.332 ~I' 6063 - T6 2" x 2" x 0.045" SNAP EXTRUSION scALE: r = r~' 2.00• A = D.591 h' Wi = 0.677 p.l.f. 0.045' .~ ~ Ix = 0.812 h' "' SX = 0.545 in' 6063 • T6 2" x 3" x 0.045" SNAP EXTRUSION SCALE: r =1'•0' 2.00' A=0.682 h' 0.045" + ~ WT = 0.781 p.Li. ~ Ix=1.631 h' Sx=0.816 in' 6063 - TB 2.00" A~ 1.323 h' .. _ _ . WT =1.516 pi.f. 0.06r + ~ . tx = 7.021 In Sx = 2.342 in.' 6063 - T6 2" x 6" x 0.062" SNAP EXTRUSION SCALE: r =1'-0' 2.00' A =1.447 in' WT =1.658 p.t.f. o.osr + ~ Ix =10.151 h.' ~ Sx=2.900 h' 6063 - T6 2" x T" x 0.062" SNAP EXTRUSION scALE: r = r~' ,• + T1 = i T1 W 2" x 4" x 0.045" SNAP EXTRUSION scuE: r = r.o' W H t1 t2 A Ix I Sx S Rx R Section Alloy in. in. in. in. in. in.~ in., in. in. in. in. 6063 T-5 4 H16 O.OB 0.08 1.18 3.81 4.D5 0.96 3.40 1.8 1.85 Gutter H2 4 1.89 B 1.44 R Edge 6063 T-5 5 H15 O.D65 0.065 0.96 2.a5 4.43 0.73 1.80 L 1.59 2.1a H2 4 1.49 B 1.74 R 07-08.20Dd u b ... .. J Q N Z ~ W 0 p OZO ~fJU J~ ZJ } ~ ZW2~Q -~~Hf' >NJ W ~sw-~a ~~W U m~~ ,J~QoZ }~ONO ~U_ V~p;}~- Qn;OQU •I-..~~W Z ~ u- to Who Who ~ Z N U- ~~ J Q ti LIJ `- ~ '~ N ~ N a ,~ r/1 -~ ++++ ~ ~' v v ~ {; ~ coq ~ Z~m~ ~ w<~^ N ~o;m m ~ ~~~~ ~ WSW ' ~> O LU WyZ~ J 0 .O .. ~L`a~a~ U WX~" C ZNF ~ ~O Wm 3 ~, ~ O >a .I U•-1 '1~ °~~o~ ~NEET OF Table 9.1 Allowable Loads for Concrete Anchors Sercw She Embedment Depth Min. Edge Dist a Anchor Spacing Allowabn Lades d ^ dlanretu (in.) Sd (In.i Tension SMar 2AMAC NAIUN (Drive Anchors) 114" 1.112' 1.114' 2T3N 236# 1.114 i6N 36N TAPPER Concrete Srnws x16" 1•il/" 15116' 288# 167# 1-x1' 15!16' 371# 259# 114' 1-114' 1.114' 427# 200# 1-xi' 1.1N' S44N 216# x/' t-112' 1-718' S11N 402# i-x4' 3.318• T03N 455# POWER BOLT (Expanson Bop) 114" r 1.114' 6210 261# 916' 3' 1.718' 936# 751# xr 3.112" 1.718' 1,575# 1,<25N 172' S' 2.112' 2,332# 2,226# POWER STUD ed Anchor 174' 2•x4" 1.114' 812# 326# x6' 4-114' 1.718' 1,356# 921# 172' S 2.112' 2,2710 1,218# 511" T 2.111' 3.288# 2,202# Notes: 1. caxreb suews an 9mOed b r embedment by marx,techxen. 2. Vahxs katsd an a8owed bads wiOt a wfety facto 014 appied. 3. Prodrxts equal b revel may be substituted. 4. Arxdras receivnp beds perpurdicular b Me diameter are intension. 5. A9awabb bads an inaastd by 1.00 br wind bad. 6. Mirwrttun edge durance arxl centu b ante spadrp shah be SD. 7. Arxirors receiving bads para8el ro the diametu oro sMu bads. 8. A 133% krcroase Ms been epptied Deause wind up1iA is ody bed. Example: Determine the number d wrrcrete anchors required to a pod sndowre bi drvidarg Ore uptilt load by d>a arxiwr allowed load. Fa a r x 5 beam wdh: spacing = T-0' O.C„ e9owed span =20'•5' (fable 1.1) UPLIFT LOAD ^ 12(BEAM SPAN) x BEAM a UPRIGHT SPACING NUMBER Of ANCHORS = 1/2(20,427 x T x 10N / Sq. Ft ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 114.10# = 1.67 4~ Therefore, use 2 endras, one (t) on each side d upright Table is based on Rawl Products' a0owable bads fa 2,500 p.sJ. tontten. Albwabn Lad Co+rerslon Mul6pinn for Edge Ontanea Man Than 5d Edge Dbtance MuN Temion iplien SMu Sd 1.00 1.OD 6d 1.04 120 Jd 1.08 1,4D Od 1.11 1.60 9d 1.14 1.80 toe 1.1a 2.00 ttd 121 - 12d 1.25 - Table 9.2 Wood b Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowabn • Load ant Attributabn Rool Ana for 120 MPH Wind Zone (27.42 N 15F) (For Wind Re91aa oMu tMn 120 MPH, Ua Cornenlon Tsbk al Boeom o} thin aael CONNECTING T0: WOOD for OPEN a ENCLOSED Build Fastener length of Nunrbu o f Fastener Demeter Embedment i 2 1 1 1' 264# -10 SF 528# -19 SF 792# • 29 SF 1056# • 39 SF 1!1"e 1.112' 3960.14 SF 792# • 29 Sf 1108# • 43 SF 1584# - 58 SF 2.112' 660# - 24 SF 1320# • 18 SF i980N • 72 SF 2610# - 96 SF 1' 312# • 11 SF 621# • 23 SF 9360.34 SF i248N • 16 SF 916'e 1.1R' 468# -17 SF 936# • 34 Sf 1404# • 51 SF 1872# • 68 SF 2.712' 780# • 28 SF 1560# • 57 SF 2340# - 85 SF 3120# • 1115 1' 356A • 13 SF 712# • 26 SF 1068# - 39 SF 1424# - 52 SF xre 1.112' 5310.19 SF 1068# • 39 SF 1602# • 58 SF 213611.78 SF 2-112' 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# • 130 S ONNECTINfi T0: CONCRETE in. 2,500 lo- PARTIALLY ENCLOSED Bul Faterru un9ei of Number of Futerrers Dement Embedment 1 2 3 4 TYPE OF FA STENER ^'Oulck S oC Concnn Scrwr Rawl Zamac Nailfn or EquhrenM 114"r i•1!!' 233# • 8SF I66N • 17 $F 699# • 25 SF 932# • 34 SF r 2TOe • 10 SF SiDN • 20 Sf B1DA • 30 SF 1080# • 39 SF TYPE OF FA STENER • Conaeh Srnw Rawl T r a E uhah nt xlre 1.112' 246# - 9 5F 192# • 18 SF 73aN • 2T SF 984# - 36 SF 1•x1' 31TN•12SF 634#-23 SF 951#-35 SF 126B0.16SF 1N"e 1.112' 365# • 13 5F 7300.21 SF 1095# • 40 SF 14600.53 SF 1.3H' 465# • 17 SF 930# • 3! SF 1395# • 51 SF 19600.68 SF xre 1-117 437# • 16 SF 874# • 32 SF 1311# • is SF 1118# • Br SF 1-x4' 6010.22 SF 1202# • N SF 1803# • 66 SF 2/04# • a8 SF TYPE OF FA STENER • Expamlo n Bolls (Rawl Po wer Boa a E irannq x8"r 2.112 1205# • 41 SF 2410# • 88 SF 36150.132 5F 4820# -118 S 3.1@' 1303# - 48 SF 21+060.95 SF 3909# • 143 5 5212# -190 112"e 3' 1806# - 66 SF 3612# • 132 S 5418# • 198 S 72240.263 5' 1993# • T3 SF 3986# • 145 SF 5979# • 218 S 7972# •281 S NOn: 1. The minirtwm distance horn the edge d Me corraete b 1M concrete anchor and spacing behnar urchas shag nor be less Own Sd when d is OK anchor diametu. 2. Albwabb bads Mve been Increased by 1.33 fa wind 3. A9awabk roof areas arc based on bads br Glass f Errdosed Rooms (MWFRS); I =1.00. 4. Fa PentaON enclosed bu9dings use a muaipfia b roof area of 0.77. 5. Fa section 1 a 2 multiply rod arras by 1.30. WIND LOAD CONVERSN)N TABLE: Fa Wa+d iorreshtegiorn other Man 120 MPH (Tables Shown), multiply a9owabb bads and rod arcs by Me cawersion fads. WIND REGION APPLIED LOAD CDNYERSN)N (ACTOR 10D 19 1.19 110 23 1.08 120 27 1.00 123 29 0.91 130 32 0.92 140 37 0.85 150 43 0.79 Table 9.3 Wood 3 Concrete Fasteners for Partially Enclosed Buildings loads and Areas for Screws in Tension Only Maximum AllowabM • Load and Attributabn Roof Ana for 120 MPH Wind Zom (35.53 N 1 SF) (Fa Wlnd Regions other than 120 MPN, Use Cornenlon Table at Bottom of Mb page) CONNECTING T0: WOOD for PARTIALLY ENCIOSED Bulldin s hsnmr Length of Number of hstenen Diameter Embedment 1 2 3 4 1' 264# • T SF 528# -15 SF T92N • 22 5F 1056# • 30 5F 114"a 1.1 rl 396# • 11 SF 792# - 22 SF 1166# - 33 SF 1584# • iS SF 2.11r 66DN -19 5F 1320# • 37 SF 1980# - S6 SF 2640# - T/ 5F 1' 312# • 9 SF 624# • 18 SF 936# -26 SF 1246#- 35 5F 9f ra i-11r 468# • 13 SF 936# • 26 5F 1404# - 40 SF 1872# • 53 SF 2.112' 78D0.22 SF 1560# • 44 SF 2340# - 66 SF 312011 • BB SF 1' 356#•10 SF 1120.20 SF 1068#-30 SF 1424#•40 SF 316"e 1-112' 5340.15 SF 1068# • 30 SF 1602# - 45 SF 2136# • 60 SF 2.112' 890# • 25 SF 1780# • 50 5F 2670# - TS SF 3560#-100 ONNECTING T0: CONCRETE Min.1,500 ps la PARTIALLY ENCLOSED Build'm Fastemr Lsrpth of Number of Fasbrters Diameter Embedment 1 2 3 4 PE OF FASTENER ='Oukk Stir' Conan Screw Rawi Zamae Ns9in a E uMalent 114"~ 1.112' Z33A-8SF 466#-175F 699N•ZSSF 932#-31 SF r 2700.10 SF 540# • 20 SF 810# - 30 5F 1080# • 39 SF E OF FASTENER =Cancan Screw Tep per a Equivannt) x16"- i-1@' 246#•751 492#•14SF 136#-21 SF 984#•?e5f 1.314' 3170-9SF 6340.185E 951N•27SF 1268#-385F 111'e 1.11!' 3650.10 5F T30N • 21 SF 1095# - 3i SF 1460# -/15F 1-314' 1650.13 5F 930# 26 SF 13950 39 SF 1860# • 52 SF 31/'e 1.112' 437# • 12 SF : 814# 25 SF . 1311# 3T SF 1148# • 49 SF iJ11' 601#-17 SF 1202# - 34 SF 1603# - 51 SF 2404# • 68 Sf PE OF FA STENER ^ Expansio n Bola Rawl Po wer BoN or Equ MakM 31i'e 2-112' 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820#-136 S 3.1/1 1303# • 37 SF 2606#. 73 SF 3909# • 110 5F 5212#-111 SF 112'e 3' 18060.51 SF 3612# -102 S 5418# • 152 SF 7224#-203 SF S' 1993# • 56 SF 39660.112 SF 59790 -166 SF 79720 - 221 5 Nns: 1. TM rrwnimum datarxxs teem Ot. edge d Ow careen b Ore conaen arrdra and spadrq between arrdrora sfwl rrol be bees fMn Sd where d is Ore anchor dwnrelu. 2. ABowabk beds Mve been increased by 1.33 la wind boding. 3. Albwabb roof areas ue based on beds to (feu 1 Partia8y Enclosed Rooms (MWFRSk I = 1.ao. 4. 4. Fa Gess / Errdosed Rooms and Sediorts t a 2 use a mdtipibr b roof wad 1.30. WIND LOAD CONVERSION TABLE: Fa Wmd ZoneslRegioro dlru Oran 110 MPN [Tables Slxrwn~ rrwlGpiy albwabb beds and roof areas by the cawersion halo. WIND REGION APPLIED LOAD CONYERSN)N FACTOR too 25 7.22 170 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 740 as o.ea 150 56 0.81 Table 9.4 Maximum Allowable Fastener Loads for SAE Grade S Steel Fasteners Into 6063 T•6 Alloy Aluminum Framing (As Racommanded By Manuhctwen) Sent-Tapping and Machlrw Screws ABowabn Loads Tm:in ShengM 55,000 psi; SMu 24,000 psi Screw Allowable Tensln Loads on Screws for Nominal WaO Thkknass I't7llbs.) Sire Nd 0.044' D.050' 0.055" 0.012' O.D82" 0.09r 0.125' Na 0.161' 182 207 228 298 340 381 010 0.19r 211 240 264 345 393 441 - 012 0.21r 233 265 292 382 135 486 014 0250" 278 316 347 455 518 581 789 114" 0210` 267 30.7 333 436 197 558 758 917 0.3125 311 395 434 568 647 726 986 31e" 0.375' 117 473 517 682 776 fin 7,784 112' OSO" 556 631 694 909 1,035 1,162 1,578 Allowabn SMar loads on Screws for Nominal WaN Thkkness (tbs. Saaw Si Ie Shear Site Nd O.oa" 0.050" Doss 0.072' 0.002" 0.092" 0.125" 00 0.1W' 115 199 219 286 326 366 010 0.197 203 230 253 332 378 424 - 012 0217 221 255 280 367 418 438 014 0257 267 303 333 436 497 550 758 1f4' 0.240" 256 291 320 419 477 535 721 Stir 0.3725 333 379 117 546 621 697 B4T 310" 0.375" IOD 455 500 655 715 836 1,138 172' O.SO' 533 606 667 873 994 1,115 1,515 AOowaWe SMu Loads on Screws for Nominal Wsll Thkkrwas (Ibs. 5erew Double SMu site Nd O.ou" O.oso" 0.055' 0.072" 0.082' 0.09P D.125' 08 0.161' 350 396 138 572 652 732 MO 0.100" 106 460 506 664 756 848 - 012 D.21r u8 510 560 734 836 676 014 0.250" 534 606 666 BT2 991 1116 1516 114" 0210' 512 582 610 838 954 707D 1454 917 0.3125" 666 758 031 1092 1242 1394 1894 xs' 0.]TS' 800 910 1000 731D 1190 1672 2272 112" 0.50' 1066 1212 1334 1746 1998 2230 3030 tins: 1. Suety goes OrorpA two sides of rremDers. 2. A9 barn! knglAS; Cekrs Induslriel Ouafity. Use manufacturers grip range b ngkh bur waN thickness d cavbctan. Use tables b shed dvN wbstilution fa screws d anchor speci5cstions n drawings. 3. Mininxxn thickness d hams mambas is 0.035 aluminum and 26 ga. steel. Table 9.5A Allowable Loads b Root Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Open or Enclosed Structures ~ 27.42 fIJSF Fashrter diem. min. edge min. err. No . of Fasnr»n f Roof Ara (SF) dishnu to err. i 1 Ana 21 Ara 31 Area 41 Ana 111' ill" 9a" 1,154.53 2,908-106 4,362.159 5,819.212 S11r x0" Tl8' 1,894.69 3,788.138 5,682.207 7,516.276 x8" x1` 1" 2,272.82 4,544 -166 6,916 - 249 9,088.331 112" 1' 1.114' 3,030.110 6,060.221 9,090-332 12,120.44 Table 9.58 Allowable Loads 6 Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Partially Enclosed Structures ~ 35.53 fNSF Fastener dem. min. alga min. ch. No. of Fastener i Roof Ara SF) dinnee to ch. 1 !Area 2 !Ara 31 Ana 4 I Ara tN' 112" 98' 1,454.41 2,908.82 4,362.125 5,819.1W Silt x0" 770' 1,894.53 3,188.107 5,682.160 7,5I6.2t3 xO' x4' 1' 2,272 - 64 4,544.12a 6,!116.192 9,D88.256 172' 1" 1-174" 3.030.65 6,060.111 9,090.256 12,120-341 Notes for Tables 9.S A, B: t. Tebbe 9.5 A a B arc based on 3 secad wind gusts a< 120 MPH; Exposrxe'B'; I =1.0. Fa arpons a screen raorru mrkipiy Bxr Gnu 1 Putialy Enclosed bads a roof anal above by 1.3. 2. Minimum apacirg b 2.7/2d O.C. fa screws a bolls and 3d O.C. br rivets. 3. Minimum edges drstance b 2d br screws, bolls, and duels. bn lad overran MualpAers for E Dntanca Mora Then Sd Edps Ontana a MuIN Tension °~ SMu 12d 1.25 110 121 100 1.18 2.00 9d 1.u 7.80 fN 1.17 1.60 7d 1.09 1.40 tie 1.a 1.20 5d 1.00 1.00 Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support Metal to PI 112" 1 ply 9O' 4 x4' 4 Screw Diameter SMu iibs.) PuO Out (Iba.) SMar lM. PuO Out (bs. SMu (Iba. Pull Oul hbs. 08 93 48 113 59 131 71 N10 100 55 120 69 141 18 N12 119 71 131 18 743 94 N11 132 70 145 88 751 105 Table 9.7 Aluminum Rivets with Aluminum a Steel Mandrel Aluminum abndrN Steel MandrN Rivet DiameUr Tension ilbs. SMu Tension (Ibs.) Shar tli' 729 176 210 325 SA2" 1sT 263 31D 490 xtr 262 375 415 720 Table 9.8 Aliemative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, or Carrier Beams Maxlmrnn Screw 1 Anchoa Saxe Extrusion Types Sis• Oeuriplbn To Wall To Upright 1 Beam 1' x 1' x O.DIS' x16' Nt0 t' x 1' x 1116' 0.063' 3116' N12 1'x1'x 1I8' 0.125' x16' Nit e 1.117 x 1.117 1116.0.067 1!4' N12 1.172"x1•i1rx150.i 1/4' 011 1.117 x 1.117' 118' 0.06 114' N11 1.314' x 1•x4' x 116' 0.125' 114' 011 r x r x D.093' xa• 317 r x r x 116.0.125' 916• 6115 rxrxxl6'0.313' 117 112' U{honnd 1.31<' x 1•x4' x 1•x4' x 118' 318' N11 ll•chaarel i' x 2-116' x 1' x DOSO' 916' 5116 UttrennN 1.112'x2.118'x1-7R'x0.043' 1/r N11 Nn: N d screws b beam, wd, enNa poll equal b depth d beam Table 9.9 Minimum Anchor Size for Extrusions WaN Connection ExtruNons Wa8 MeblUpri ht Conrnh Wood 2't 1r 1N' Ott 114' iN' 1"x9" 114' N14 1!/' iN' 2" x r iN' N12 tIt' N12 2" x 7" x18' N10 x16' N10 2" x r a less x16' NB x16' Na Note: WaA, beam and upright nwrimum arrdar sties shoN be used fa weer !ate caxxdions. Table 9.10 ARemative Anchor Selection Factors for Anchor 1 Screw Sizes Medl to Maur AncMrSha p MO Nit N11• 91r 31r 01 1.00 0.8D 0.58 0.46 027 0.21 N10 0.80 1.00 0.72 0.51 0.31 026 012 0.58 0.72 1,00 0.78 0.46 0.36 014 0.16 0.5) D.JB 1.00 OS9 0.48 5116' 0.27 0.33 0.46 0.59 1.00 0.19 ]!0' 021 0.26 0.36 0.58 0.19 1.00 Altematiw Anchor Selection Factors for Anchor J Screw Sizes Conan and Wood Anchor (concrete tcrewa: 2' maximum embcdmerd) Anchor She 311r 114" 310' x16" 1.00 D.93 0.50 111' 0.63 1.00 0.59 xr o.50 os9 1.00 Dyro Bole (t-576' and 2.114' embedment n:peeewy) Anchor SM x16" 112" x16' 1.00 0.16 112' 0.16 1.OD ' Muhiply Ow number d N6 saaws x sin of andtorlscrew desired end rorxd up b Me and ewm rumba d screws. Examen: O (10) Na aaews era required, IM nrxnbar of N10 screws desired b: o.a x 10 = (a) Nto 0 .~ Q ... r. .. J Q c/1 Z ~QW 0 ~ZO ~(7U J~~ZfA }WZ~J Z ~ - H m ~ ~ Q stn-~pF WjW V~m~~ ~~QoZ ~~ 00 ~()Otv- '(~} ~"' U~ U Q ~QW "~-f~t~ Z to W W~~t' Who ~ZN U- J Q ~~ W N ~~ a ~~ ~J ~LL ~+ ~ ~ U C ~ r z e, C war. G ~~ N ~ ~m m ~ O~~h T '~ . ~>oai~ W J oyo" a~ LL ' ~a~ U WaW~ C ?cvw H i~ ~ 0 Wm 3 ~ .+ 0 J ~'1 EP SEAL HEET v 01.08-2004 OF