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170 NE 94 St (10)M Co' ' 4 / )/4? ✓SOS 00 c ; -i - i T/0 Al . 3 x e& S -‹, /O 3 ov G'f w, /•W !.j 2- 1A24 v �t /0c) - /. , 3 J;! f'2Z -? ti' -'/ —rt A I R - C O N D I T I O N I N G - FLOOR PLAN 5 CALE I/4 • 2(0 :' _. ,41/.U/'/ Z / / /XP%' ps•'it 4 f /, v V/f h � J /j //a /U.4. /O ✓$ -!13 200 C:// / /0.K /U ✓s -U /75 I -o ( f 4 5 ;r ,c' , D c' UU'/1 C/05/5.7 ay. dqc- , 1.249.; i r ay ccw 1 �. ` � < � . - -_..� .....„-, . ,,,,„.,.„...„,..: „,,,4 • - — i t 7 i 1 44 IA 4 A 1 I: —4 Js)d /'r /2 2 U C /if -/ >✓// i•� ./ /'%'c3 3 435 ✓ ✓ / %v /,r S%S °�i'r 4"4. s"? >, / t 9,x.1!'. ,PO�r / reW yU1/p hilt :1.104 aQ -. 111d r'3,/: k'E3k1s1- S'1.11`2 ?` 29' A VIZ"CaJT ly O/e171 $' SECTION 8-8 S�PP�y 1 /.• c/ /// ?QUA' Jo /s/- T (w '4 f" ) SCALE: 3/4d I± On /% x /j 4 %3 G (2 ,e,c0) - / ;r , - yy ,"4A/ [ r/ ✓idk iT,C / %Of'r /P' 1 /' //O g era', r-,,,��: -1.) SECTION A -A SCALE: 3/4'' -. -`J!' C3a v4' .q.0 'V 7g s / , = 14G L'U r,,' .Y j a f4d,4/‹:,4T t p .-i / ��t. SS 4. ry 9)4 2- - 4L . > /A/7 d:_f?/' /:1I/� 3. A< ,v/ _ ,v _2. / /, -' y/ //<.47 7 / ' C — 7 - S % + =5. 1. •''aAJ4 Lj.Q.St s /": V' : .�NI • >' c7la./' /11 —,re 4 G�'W7' t _ - -i f vic"4 ;k%t fR CU)('t 1f` i'y3f # 1''t_ AN i* J t ?: /� A © � �� Q R E S I D E N C E O F /� A I1 tom( I YI ! \- S Pr _ YY�/��. REI NH L 4 ALE" I sr AV E N, '. T H sr: M IAMI FLORIDA 4..f tfatvx D i3f t %t-FAV► V 3 'f c 8 t r Tiegt 650.J, . E. 2nd M'atvle t..rt O'sr'id 331.: 1 t�; r r, t r1 LaGAt. - I. V T.S I1' ... �.��...... ,<•■•■■••• .,..R<.a.,� ��a. �. ...,.a..., �. .ti EtILK POOL _ __ WATER I..IIJ V t? RED PATIO 1 wt LL4 ►,tN13 (.O O Cs L 1 N 1: ✓! .� PLOT —r �I of NE ti ,ci 4 3i M. 5w0RE5 PLAN: ArieNO (1D OF i"1. $4. S5Gt'ioN 1 olio TY POUF. zrst a _- MST eR AM A) ) C,RAVE L .. tt...'t" €,& P \NtJ(t1 b - r.A%LS . WA9Ta 16 4 4 iP,tttJKt.CoL tit owner. _ '00 MP 4FRTCK, ' /. \rsP. r oLo l' /L TQ POFW - POOL 0A 'S(.n aN l.out3O t.. Ur C.K TO p11"(..N AWAY :.._ c ?._ActT.2f 0 ��..:�.4 vLS% Aa tS T 20 R 4 1 0 TS S V P S1 e 14 P. r 1' $tA114 ,.., ��.. o..••••o _.,17 TILE v Iy ;4.ittt-1.13 0 4! g ltrt S p R ti P , off • S ,.C:T 1 ON 1 2 5 N\14 .Ci VetZED PATIO 1 . {IQ, — . tc1 S3<.+•) a T.1tut; Wi WA?P AST FL. FLo Pt_ N1 . la M II - v .. A'R- \ It■tD0c.)TR1E5 , t1.! ri 14. Na.RAtI,. .....] ee.-a..n.t. ..s..M91/ +t,...... 7765 w 20 A•J %-i; A L I:TI r4 N POOL FOR 1 YAut EtN 4c L. M tAM1 0 w 0 u 41:4"1‘1"0 O;itj 1111a..kcn dell!! of Slab -T12 Rrc snVoect weft.. I S 4° t o.,f• ( 1 ri 1a ► L 5.. tt ' -d � T ki C%( e'irTO ' "Jt- A 9) Gig M t iV 2 - CoNtA.ere P msuitAtt .t.t_kc PLA<..e. AiisO t>QO P�.►> ¶. $ C} tot S ( ,TeEt~ 5Nra t_ t` e 3C�? t";c.t ,AGAI ‘14414V1 t � R . Ale `tJ O !� c�'2. �t 1a '?�� l,t. E* T 'al' Rs L S ot: R. isk 5pec.‘ A-15 S: 30S �t�c3t_ ` ?t {ELL 1 / Lt. ?i6,a2 h r.J �1RCtt) ut 'Zt1(t$cd►() s A tl o t? D w t N' 2.4S00 P. e 0 A R A P A G 'TY.' . _ .5- Ate. Pttaltt :�y �taatL c3� Y�l.G: 4.k), rgatl'11au `1g0 . \J 54' A PVit0 M4 (•vV. s eAo `ctJiT�ttlrr.vltit4to .. 20' OP POOL ...t.1ct,w0410)I2 7 • NO_ s MALL �tat1 AS eI.R. We( .& �. � . t3:7,.....,:n7 ALL at e ' rA • L'': t?A'iz.�'� SHAt.I: 1 „ d '`' `' Riiilatkike Ro :f F e. ,.,: , C . AL - t' ( O. J d1nj, plurlt!s" xng, +rlactric:aI aiul c•.a r : :� �.11'es Viilagi>. The Architect arA i .i :,1'• a 1 , ` ." r ' : !ttlo II+Edge cf all !IUii,l1n., rc. juh4t} i i :' ' etfltally icdlcateJ !ter: ill. Ail rci ifrf,c r C.. r `a =.lainnf, plunthi.ntg, electrical W iring ar r hA, toa'act31c =! before insp{ction. tv; t' JO.AQOtN) YA :ZQUi5Z 41C2 Z.,14 • . ,E 7' -a> l P,W ,- s 6 '- • 't { "x. } ) t F 7 rrt,l:a:y, . ;'r' ro 1j / 0,i ' 1 _"V i %4 tGA[' G �'7 - 7 /j- , /5/1; /moo �v E. ' r � , / X',r, sh: y��F `, 7;4: • .„ .:l "b `[J•+'.9 P:a :1 �; f ✓I ,F. .F� ire'A..• N x d 4 0 7 6 - e/. 2 Hi::: e.:4 21% / /'f . 7) // • T .. G v4 444f t r,! -AIL DIMMENSIONS.• OYERHAKCS, PITCH, ETC. TO BE CaiECKEC BEFORE ORCERINO TRUSSES IT IS YOUR RESPONSIBILITY TO ORECIC OU8 THUUS$ PLAN :-r ; P ' , 1-. i•'4 1 '-i 1. 1 & . = 3` v,,,R of T a rr -r r, , f • � i . ('� 1 4'�` /� � r� 3 o,O i .�. 1� ..... ' � Ai _ ?of. Z � 4.�F�� i. 4`f � {; , . e S xk � l* � " ', � 'r A � �. I . i t (4 t 3 4 T ti r y t •r?: P . .4 '_ .t14) LOA 1 r X19 `': .' `A!'C►'�'' :�. ,. f !c� , �v _ - . ,,t;!.. s' •1", .to ,' �-',� Y G4` �Oidi'C� Aft , t��ii 1 /N ?)7 f� ti, ) 4 , F .�.: i £ � •t ' t7 ➢ i . . f t. K � ��! � t Y � .7 � �, F r��i 14 A T g�. A 9 : a .. � s �� `l . i �:.X. y p . 0,4:.' r � .F r s • ..» • 19, t.wMut,rrtN$ '11k+e v E. 1,1 4 u , 7 4 t C. 4 - r a. Ats v e.R " t l tv " , r 4 , `nAl c . • a o rt C !St- P. te fa °! # 6k7 Pate. `1I t` TU .' e H ekr 1 �, Al =1fR =llin -o ,t404 'at " ■ �Sa�e.s Villa ' e lectric a l of Ar chitect . ' t er * r.ific , know/edge .1 1 b«ir�li et =� rsuil,•lrr �r� .• �lky iadieate ng re ULUion ' 1. - cl ic. plumbing., d here' s slier F., herein. reinforce sleet, F _" �' h- ncea electric wiring � a.,. le befor g end lad in xpectio n , '� f iesSt A ..... kt tr 2.c.) • N. E. 94 TH STREET MIAMI 8 HORES . FL..A. (PHONE 6891 211Q) M( \M.1- 1.1,0111 ► RESIDENCE FOR MR. e MRS. REINHOLM 1 /8" ax4 BiQck.. (same meterial`as bottom chord:)' Symmetrical: about centerline' except for center pane]. #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir 36' - 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 36' -8" 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 36' -4" Phone AC -305 566 -5471 The VIKING Truss Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Sprcrficationr[or Straus -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and "Desigr Specifications for Light Metal Plate Connected Wood Trueeee" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both face" of each true. at each joint. IPMBER of the same species with equal or greater stress values may be substituted. PABRICATION: f umber must be accurately cut and fitted together so that all members at each joint are in snug contacToag the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise - aTmensioned. OVERALL SPANS are based on nominal 4" bearing widths and.may be increased by as much as 4" at each wider bearing when using nominal 8" bearing'widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at interval. not exceeding 3' - o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of'trusses in accordance with this design. Person. using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. - NOTE: Web members shall be 2X4 #1 Southern Pine, 15001 Industrial Fir, or 1500f Industrial Hemlock. 7 -6.3 BUTT JOINT 3 ALTERNATE JOINT 3 LUMBER Max. Overall Spans Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock NOTE: Hemlock to be W.C. Hemlock. Symmetrical 9250T about centerline except tor center Panel. -��- 5.6 1 4 -5.4 Equal spaces 7 2x6 on Chord 36' -8" 35' -8" 2x4 Btm.Chord 670#0 ie 670#/° - 555# 9250#0 t 92500C z 7000#T 2300#T - 1 361 § 120WC Clear span FORCE DIAGRAM Bloch LUMBER Max. Overall Spans f 12 3-4.5 5o#T 485# 2.5 b � � M 2x6 Top Chord e,f c b a • gguaI @seas 2x4 Btm .Ch or DESIGN LOADING Roof 45 psf Ceiling 10 psf Total - 55 psf 8 380 270 #33-1/3% unit — 8 streas increase R -1980# 2.57• I 13 Plots 7 -4.5 Y4 Plots 4:3.6 7.22• 111.61 07 Plata 7.07• 1 Plats 9.00• FU * D NL9 -55 GZa /e: Dec 30,'/965 Pct rre I 6 -c ex q # I So, Pne M = (w)(:0)(12) / to - (Zo)(6.i2'S( /Z) /• 10 = 900 l65 P= Ax lot I Force = 92 r ' CSI = 5-4.5 L.1 7 -4.5 7 -5.4 9 -7.2 ,64.8 p (A) ('r) (i x, ) 9250'1 900 10 -16$ ( (3.54) 0600)0.33) 0.786. 0.905 7-5.4 5-5.4 NULTISPIK6 52ZES 7-6.7 4 -4.5 1 2 x.3 ' 1 (14.5 1 76.2 9 -9.9 5-6.3 128:4 7 -6.7 89.1 119.5 0 -5.4 117.4 1 7 -0.2 7 -8.1 ' 5-7.2 172.4 9 -12.6 7 -9.9 70.0 120.8 1 4 -6.7 1 20.7 1 5-8.1 136.4 9 -16.2 7-19.3 3-9.0 1 23.1 126.1 5-9.0 4 -8.1 140.5 108.1 145.8 0./19 7 -9.9 129.4 5-9.9 4 -9.9 44.5 7.2• � 1.29• 1.8• -H - 77-72 (horir. steps era V79 vertical stops arm 1.97• except where shown). VIKING, CONNECTORS, INC. 7 -12.8 1 27.8 7-12.6 156.7 1.29• I 7.07• 57._:21. (hart:. 'tope ere end vertical steps ors 1.266 except whets shown). 4 -12.6 3-12.6 72.4 1 40.5 5-14.4 168.8 3-14.4 77.0 4 -14.4 5 -18 181.0 i 2.57 f 9.2 I 9.2. .285• 7T -1 I 7.6•I I_ 0.9• tt 265• 1.265' 7T -12 .64•_.1 'tr 1.8. 5.4• 1.8. Z AXES= •64. 4 The VIKING Trues Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design ap,ification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association. and " Desigr Specifications for Light Metal Plate Connected Wood Trusses" by Trues Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each joint. L :,:BLR of the same species with equal or greater stress values may be substituted. PABRICATTC!T Lumber must be accurately cut and fitted together so that all members at each joint are In snug contacong the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwiee dimensioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall open increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at intervals not ex eedrng 3' - o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persons using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2%4-#1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. Block 5-6.3 & 3-4.5 3-6.3 Symmetrical about centerline except for center panel. VIKING CO 5-6.3 3 -9.9 NECTO To Block 4 L U M B E R Max. Overall Spans #1 Dense So. Pine #1 K.D So. Pine Sel Str. Fir Sel Str. Hemlock #1 Southern Pine 1500f Ind. Doug. Fir 1 OOf Ind. Hemlock Symmetrical about centerline except for center panel. 2.5 2x4 Top Chord 17' -8" 17' -6" 17' NOTE: Hemlock to be W.C. Hemlock. 4 3-4. 1 7' -0" Setback CAMBER BOTTOM CHORD 1/4" AT CENTER 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 2x4 : LUMBER Btm.Chord Max. Overall Spans 17' -8" 17' -8" 17' -8" 2 #2 K.D. So. Pine #2 Southern Pine 12001 Ind. Doug. Fir 1200f Ind. Hemlock d 1 7 ,/ 3 84"T ■ 556o#C S69 810# b 3 � 7620 5560#T 74••' L1920#C 1 7' -0" Clear span FORCE DIAGRAM 2.5 465# a 4 -12.6 2x4 Top Chord 2x4 Btm.Chord DESIGN LOADING Roof 45 psi Ceiling 10 psi Total 35 psi 33 - 1/3% unit stress increase d,e -I_ c b R.202o# a Equal areas win Iw o 1 GU CI re 0 ce d N n ct I ° y Vn a H i d n Phone AC -305 566 -5471 C SI = Rule/ d • 3 ex ' / So itoq / torte = 5560 4 C P (A rc) ( ��,c. o. 5z5 f 0.115 y 0. 979 . M (,) (C6) (ific. ) 55(o0 c 3,y10 ,1; 465 (.89)035o) 0,33) (3,56)0600) (1.33) F"le D - 71/x - 25= /7- 55 (/hp l i 1) Da le; Dec. 07, /965 Loacii4 7 ((/") = 6 -8 x % : 31-4/"kit t =9,, (4 y')Css P5f) = e38 Pie T Chord (ria4 Sec _ (ys /5y)(238)= 1(15p /l Bo --dos, et, o d = y Pie m. (1,v)"(. / 8 = ( 3Y /64 3.22" I 7.07• 9.00 24 Pieta 4 -3.6 11.6 67 Plets 7 -4.5 31.8 64.8 MJLTISPIKE 5I2E5 3 -5.6 7-6.7 1 -7.2 • 16.2' ) 18.5 (13.9" 1 P lets 1 54.5 5-3.4 4.50• 10.2 1 124.3 1 4 -4.5 I }4.5 I 4 38.2 29 Plate 9 -7.2 9 -9.9 5-6.3 X28.4 7 -6.3 89.1 4 -9.4 117.4 44.5 57.2 . 132.4 9 -12.6 70.0 113.4 3 -8.1 3 -9.0 20.8 23.1 4 -6.3 4 -8.1 1 26.1 5-9.0 120.3 1 5-8.1 36.4 7 -9.9 7 -15.3 J 128. 9 -16.2 140.5 149.6 VINING CONNECTORS, INC. 3 -9.9 3 -10.8 3 -12.6 3 -14.4 z7.e ( 25.4 5-9.9 144.5 4 -9.9 31.9 5-12.6 56.7 1.29• f 7.07• e el e.eps s r re shown). 1.80 7T -3 e (horlr. a taps ere d vert1c 1.93• except wh 7.2• I - .643. 41.5, .643..4_4._ 1.8 52 -21 (harlr. steps ar• r and vert1cel steps ars 1.286• except where shown). • 4 -12.6 32.4 40.5 514.4 64.8 2.7•.�� 0 9• I # 2.57. 1 A II I 1.285• 4.5• 1 3T -10 3.6' 440.9• .285 1.265• 3T_12 37.0 4 -14.4 146.4 518.0 81.0 .64•_µm. } 1 1.6• 5.4• 1.8 2- pree 2 T6ln `{{t 64• • (tilt/1(55 P. a.) eafixa Ben, T Chord =Os/55)(238) - /95 Pit 8o -Hors No rd' _ 1 /3 pie - _ ex!' / S Pine, file # D- 7NI -2a5 -23-55 23 Plats 2.57• 3.22• 3 -4.5 111.6 1 24 Plata 4 -3.6 27 Pieta 7.07• 131.8 2 Plata 7 -4.5 9 -7.2 64,6 L oath it l M= (w)CQ.z)Ciz>. /• 9 (195)(5)ti(I2)/, 9 = &q90 1 P = A xic I Force CST 3 -5.4 113.9 1 7 -5.4 4 - 4.3 14.5 I 38.2 Ml11TISPIME SIZES 9 -9.9 3-6.3 1 16.2 1 7 -6.3 89.1 ?(50 ,e c (8.93)(/350)(/ 33) 117.4 1 44.5 7-0 -0111) z 61-8 flx /? : & u 1/ / !o" ` y f i/N P M Q ) (f (f nc ) (z)(4 (Mc) 0.600 3 -7.2 3-8.1 3 -9.0 23.1 1 4 -5.4 4 -6.3 4 -8.1 118.5 1 113.4 1 20.8 1 1 20.3 I 4.50• Plata 0425 I IT4 J4 J � 64 32.4 I 6e ► 1 40 7 -9.9 7 -19.3 106.1 9 -12.6 9 -16.2 70.0 9(95O*C 126.1 145.6 6490 i'-i64 (r./9)06c0)(1 0.3 / 3 -9.9 129.4 3-9 Da Je : _Dec 27 /965 4 -9.9 1 44.5 31.9 �.�. 1.8• - .�� 70 -32 (horlr. steps era 37P vertical step. ars 1.93• except where •hewn), 7.2• I •"� f 643* 4t.5. . 5.4• --U,g. Z Prea63n VIMINO CONNECTORS, INC. 3 -10.6 127.8 5-12.6 56.7 1.29• f 50 -21 (harlr. atepa ere Mr. vertical steps are 1.286• except where shown). 4 -12.6 3 -12.6 1 32.4 140.5 5-14.4 1 64.8 3 -14.4 137.0 4 -14.4 146.4 5-16.0 61.0 2.7• _f a- 1 (a 0.9• 2.5" 174:2 - 1.265• 7.07• 4, 5• 30_10 -0 111.6 11 11:285. 1.265• 30 e The VIKING Trues Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Specification for Streee -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and " Desigr Specifications for Light Metal Plate Corrected Wood Trusses" by True. Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each Joint. IP""BEP. of the same species with equal or greater stress values may be substituted. FABRICATION: Lumber out be accurately cut and fitted together so that all members at each Joint are In snug contact-Mao; the Joints. Plate centerlines shall coincide with Joint centerlines or shah be located by circles unless otherwise- - eensioned. OVERALL SPANS are based on nominal 4" bearing widths end may be increased by as much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persona using ouch trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handlipg, temporary bracing and permanent bracing which may be required in specific application.. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. Symmetrical about centerline 3 -9.0 BUTT JOINT 3 -9.0 9 -9.9 & (2)4 -8.1's t1 /8" 1' -0" Maximum GCON 3' -0" -2X4 ( #1 material) Equal spaces CAMBER TOP AND BOTTOM CHORDS 1/2" AT CENTER ECTORS 7 -6.3 U M B E R Max. Overall Spans #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock 1 Southern Pine Construction Fir Const Hemlock Symmetrical about centerline. Special cut on lumber d 2x6 Top Chord 24'-4" 22' -10" 22' -0" NOTE: Hemlock to be W.C. Hemlock 1200# Equal areas ALTERNATE HEEL 7' -0" Setback 11,900#T e 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 2x6 Btm.C1,ord 24'-4" 24'-4" 24'-4" 7-2300#0 1410# 9650#C 12 3 1 2 (2) 4 -8.1's L U M B E R Max. Overall Spans 1500f Ind. Doug. Fir 1500f Ind. Hemlock # K.D. So. Pine 2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 600#T b r 9iii1C 9650#T " Clear s.an FORCE DIAGRAM 2X4 Heel height 2.5 810# a R e c b a 2x6 Too Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 -1/3% unit stress increase R -2820# 4-8.1 equally spaced between top and bottom edges of heel. 2" 2X4 0 inimum r heel height 2x6 Btm.Chor .do ro are H.4 O H Ca re o O H \A ICv E Phone AC - 3 0 5 e _ 566-5471 THEM q EQU • Om- emit VIKING CONNECT SPACES RS 2X6 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 214 Phone AC -305 566 -5 The VIKING Trues Fabricator must furnish a dopy of this design to both the builder and truss erecter, DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Specification for Strews -Grade Lumber and Its Paeteninge" by National Lumber Ma ufaeturere Association; and "Resler Specifications for Light Metal Plate Connected Wood Trusses" by True" Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to bath faces of each trues at each Joint. I.:^.'= of the same species with equal or greater stress values may be eubetituted. FABRICAT_QN: Lumber must be accurately cut end fitted together so that all members at each point are in snug contact along the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwtwe dimensioned. OVERALL SPANS are based on nominal 4" bearing width. and may be increased by as much a" 4" at each wider bearing when using nominal B" bearing widths, permitting a maximum overall span increase of B ". LATERAL BRACING: This trues has been designed sssuming.the top chord is laterally braced at intervals not exceeding 3• -0" o.c. VIKING CCRNECTORS, INC., bears no responsibility for the erection of t useee in accordance with this design. Person" Using such trusses are cautioned to .eek professional advice in regard to safety precaution" during erection, proper handling, temporary bracing and permanent bracing which may be required in specific application.. NOTE: 1962.N.D.S. edition. .,•sae,. NOTE: Web members shall be 2X4 #1 Southern Pine, 1500i Industrial Fir, or 1500f Industrial Hemlock. 1/8" 7-6.3 BUTT JOL'PT 2X4 Block. (same material as bottom chord.) 3 ALTERNATE JOINT -4. 4 -8.1 / BUTT JOINT "A" A 4 -12.6 7 -15.3. & (2)4 -4.5's L 1/8" Symmetrical about centerline except for center panel. LUMBER 2x6 Max. Overall Scans To Chord #1 Dense So. Pine #1 B.D. So. Pine Sel Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock NOTE: Hemlock to be W.C. Hemlock. 5.6 Equal spaces 4-5.4 & 7-6.3 3-4.5 36' -8" 36' -8" 35'-8" 2x4 Btm.Chord FORCE DIAGRAM Block kn M L U M B E R Max. Overall Spans 1500f Ind. Doug. Fir 1500r Ina. Hemlock #2 B.D. So. Pine #2 Southern Pine 36' -8" ! Standard Fir Standard Hemlock 12OOf Ind. Doug. Fir 1200f Ind. Hemlock 2x6 Top Chord 67 0#0 -250#T 670# , µ � Roof 1:Elf e 555# 4 C Total sf Ceiling 10 psi 9 � 50#C . 925O#C �Z 485# b 8 380,00 70 # 33 -1/3% 1 I 1 stress increase Symmetrical 925 7000#1' 8210#1' about centerline (� 2300#1' -� f L 1200#0 panel. except for center 36' -O" Clear span 12 3 2.5 9' -0" Setback CAMBER TOP & BOTTOM CHORDS 5/8" AT CENTER. R e,f 0 a DESIGN LOADING Equal areas 4-14.4 R -1980# 2x4 Btm.Cho 36' 36'-4" r n rn VI BUTT JOINT 1X4 Continuous lateral bracing. Attach with (2) 8d nails. Block Block BUTT JOINT B 3 - 6.3 to 38' -8" 1 -3/4" 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 Phone AC -305 566 -5471 The VIKING Trues Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design peci..cat n or Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Aseoctatlon; and "De.tgr Specification. for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Corrector Plates are d0 gauge galvanised steel and applied to both face. of each true. at each ,joint. ..=ER of the same species with equal or greater .trees values may be substituted. FABRICATITT— Lumber must be accurately cut and fitted together so that all members at each joint are in anuE contacT Ong the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circle. unless otherwise aensioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider Dearing when using nominal 8" bearing widths, permitting a maximum overall span increase of R ". LATERAL BRACING: This truss has been deaigued assuming the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persona using each trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in apectfic applications. NOTE: 1962 N.D.S. edition. NOTE: We members shall be 2X3 or 2X4 #1 Southern Pine, or 1500f Ind. Fir to 38' -8 ". 2X4 #1 Southern Pine, 1500f Ind. Fir, or 1500f Ind. Hemlock to 40' -0 ". NOTE: Only one Butt Joint A or two Butt Joints B permitted in bottom chord. . 1 -5/16" I 3 - 9.0 ALTERNATE JOINT A 3 -1/4" for 7T -32 Blocks 5 -12.6 to 40'0 5- 9.9 to 34' -8" 5- 9.0 to 33' -8" Symmetrical about centerline. 7 - 9.9 to 40'-0" 7 - 6.3 to 38' -8" 7T -32 to 36' -8" 2- 1 / 4 '(7 -6.3) A 1' -6" to span /10 1/8" 7 to 40 - 5 -8.1 to 31' -8" .2 to 30' -0" 1/8" - 6.3 to 40 -5. to 36' -8" L U M B E R Max. Overall Spans #1 Dense So. Pine #1 R.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const Hemlock ALTERNATE BUTT JOINT fr� n e2 is "WI C, 3T -10 to 40' -0" z -5 to 32' -8" CAMBER 3/4" AT CENTER 2x6 Top Chord NOTE: Hemlock to be W.C. Hemlock. 40' -0" 40' -0" ! Standard Fir 3 - 35 d Symmetrical about centerline 2x4 ■ L U M B E R Btm.Chord Max. Overall Spans 980# c 4, 1,2 e 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 R.D. So. Pine #2 Southern Pine Standard Hemlock NOTE: Only one Butt Joint permitted 4 in each top chord. FORCE DIAGRAM 1200£ Ind. Doug. Fir 1200f Ind. Hemlock 39'-4" Clear span R -41.J 3 12 2.5 2x6 Top Chord 4-12.6 to 40' -0" 3 -14.4 to 38' -8" 3 -12.6 to 34' -0" 3 -10.8 to 29•-4" DESIGN LOADING ,_28100C Roof 45 psf 1075# b Ceiling 10 psf 850,y#c 1 Total 77 pa£ a 2i 1 7 �_ 0 #C 5 933 -1/3% unit stress increase o 7510#T p a 1130#T �� 1 e R -2160# b a 2x4 Btm.Chord,�4 0 N� 40' -0" ?9P Cr 7 cr 0 A � o " to 0 A 40• -0" Equal areas 0' m Ir cf • D- [Ow- 2. - 39- 5 5 th : Pilo v _ 1 , 196 5 C _ pane l b -1 2x 6 # / So, RiJe M = W -e( /z) / 9 = (9a)(9,ia)�"�iz) /io = 9 /n -/ Axial -Force = P. 7660 C P M (A)( rz) ( roc.) (z) ( 5-6) 7cGo1s,,__ f 9, oo (8.93)(0 Q0 (g, /9) (16Co) (/ 33) O,y - � 0.997 0, 52/ 23 Piet. 2.57• 3.220 I 7.07• 9.00• 3 -4.5 11.6 24 Plate 4 -3.6 11.6 5 Plate 5 5-4.5 4.5D. 120.2 27 Plots 7 -4.5 31.6 29 Kate 9 -7.2 64.8 3 -5.4 13.9 5-5.4 4 -4.5 14.5 24.3 7 - 5.4 M111I5PIME 5I2ES 05.2 9 -9.9 3 -6.3 3 -7.2 3 -8.1 3 -9.0 18.5 ] 20.8 23.1 4 -5.4 4 -6.3 4 -8.1 26.1 5-6.3 5-7.2 5-8.1 5-9.0 40.5 7 -6.3 7 -9.9 7 -15.3 16.2 28.4 89.1 17.4 J 44.5 32.4 9 -12.6 70.0 113.4 20.3 36.4 108.1 9 -16.2 145.8 3 -9.9 25.4 5 -9.9 4 -9.9 44.5 VIMIN2 CONNECTORS, INC. 3 -10.8 31.9 27.8 5-12.6 56.7 1 B• «� r 77-32 (horiz. steps ere L9 vertical steps ere 1.93• except where shown). 1.256• except where ehawn). 4 -12.6 3 -12.6 32.4 4 0.5 5 -14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5-18.0 81.0 2 7•,I !- 0 9• 2.57^ � I_ �j 9.2 � 1.285• I ,4.5" ^I I 37 -10 "7 '"f_4-.___.4_1 0.9" 11.6 1 1.285" 1.265• S4" H 30 -12 7.2• 22 "1 .643. 4.5• 64'_µ1� 1 I ! 11 1.8^ .643. 1.B 5!14: 5T -21 (harlr. step• e5-■ ��Ten2 uerticel steps ere 1.8• 2 -5 " "� PreeT61n2 4 Copyright 1965 Date Feb. 1, 1965 Vikin_ Connectors Inc. Dw cut from 2x6 or es required Valley Member A 4 - ems 3 -4.5 Valley Member B 5 -4.5 Valley Member C 5 -5.4 Valley Member D 3- .4 ' — M 3 Z -5 16d nails 1 -5 /E" 3 -4.5 8' (typical) - M Valley Member E 20' Equal -r4- 5 -6.3 spaces Z -5 12' -4.5 PIGGY BACK DETAILS VALLEY DETAILS 1 6' A thru E ere typical valley trusses as shown on sheet #10 The largest valley truss is shown to be a guide for valley trusses larger than the 20 Valley Member "E ". Valley trusses run perpendicular (in the opposite direction) to the supporting trusses underneath end should be nailed or fastened to each truss top chord they intersect with (1) 16d nail to laterally brace the top chords of these trusses when the • 'trusses do not have sheathing on them. 3 -4.5 12 1 3-4.5 ruse tOp chords 2 -0" o.c. T picel plate to be used in splicing either 5-6.3 tp or bottom chords. 2x4 on edge. Lateral brace required when length of cantor vertical member. exceeds 6' -6" or add vertical member to double tha thielcpass stun TYPICAL LARGER VALLEY EQUAL I 5-6.3 , vertical exceed' 6' -O". SPACES I et L MA %IMUM • -4 Length es Required Z -5 (typical) 11 This Piggy -Back Detail is taken from page #10 on top of Hip #1. Piggy -Becks ere the same in structural construction es Valleys except for shape, end the bottom edge of the bottom chord is not beveled. Placement in the building ie in the opposite direction to Valleys, (Placement is parallel to end on top of the supporting trusses). See IMPORTANT NOTE et the right. Plate end lumber data that applies to Valleys above also applies to Piggy -Backs of the same size. Varies to match roof pitch VALLEY b PIGGY BACK DETAILS Valley SECTION M -M Lumber - Minimum allowable unit stresses. c - 560 psi Compression perellel to grain f - 750 psi Extreme fiber in bending t - 750 psi Tension parallel to grain E - 1,540,000 Modulus of Elasticity Top Chord shall be 2x4 minimum Bottom Chord end Webs shall be 2x3 minimum Webs shall be 2x3 minimum Plates - Viking Connector Plates ere 20 geuge galvanized steel end applied to both feces of each truss et each point. Minimum of one ® Rip 2x6 to make 16d neil into two pieces for each truss top ,, bottom chords. chord. ew cut to match truss pitch. Z -5 (t Scal) height 3 -6.3 hei ght —• 1 j IMPORTANT NOTE / O- Piggy Back units ere set directly above end parallel to Z OPTION 3 the supporting trusses under- neath and therefore do not laterally brace the trues top chords. To be sure that the supporting trusses function es designed one of the following methods of bracing the top chord must be used. Continuous leterel bracing. OPTION #1 - Extend and attach ell sheathing before applying Piggy Back units. OPTION #2 - Extend end attach s portion of the sheathing so there is 3' -0" or less between rows of sheathing. OPTION #3 - Provide continuous lateral bracing (1X4) to the bottom edge of the truss top chord so there is 3' -0" or less between rows of lateral bracing. Attach with (2) Bd nails to each truss. style VAL 0 0 M rc\ M : 3 b q w • s7 .e 4 0 H • 0 w v m • • a 1f\ Y 0 • 0 .1 z LUMBER Max. Overall Spans The KING Trues Fabricator must furnish o to both and trues erector. OZ e u ab n c of thin design b th the builder copy p DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and It" Fastenings" by National Lumber nanufecturers Association. and "Design Specification" for Light Metal Plate Connected Wood Trusses' by Truss Plate Institute. #1 Dense So. Pine VIKING Connector Plates are ?O gauge galvanised steel and applied to both faces of each trues at each Joint. 17 of the same species with equal or greater stress values may be substituted. #1 K.D. .SO Pine PABRICAT.ON: Lumber must be accurately cut and fitted together so that all members st each joint are in m inE contact along the joints. Plate centerlines "hall coincide with joint centerlines or shall be located by circles unless otherwise - aimensioned. OVERALL SPANS are based on nominal 4" bearing widths Sel . Str. Fir and may be increased by as much as 4" at each wider bearing when using nominal F" bearing widths, permitting a maximum overall span increase of S ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at intetva.s not exceeiing 3' -0" o.c. VIKING CONNECTORS, INC., be no responsibility for the erection of trusses in accordance with this design. Persons #1 Southern Pine using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific 1 OOf Ind. Doug,. Fir application.. NOTE: 1962 N.D.S. edition. NOTE: All webs shall be 2X3 or 2X4 #1 Southern Pine, 1500£ Industrial Fir, or 1500£ Industrial Hemlock. NOTE: Only one Butt Joint A or B permitted in bottom chord. 3 -8.1 1" 5T-21 BUTT JOINT A 5 -8.1 1/8" for-1 BUTT JOINT B ` #5 plate 5 - to 25' -8" c Camber 1/2" at center 4 -6.3 to 23' -8" 4 -5.4 to 21'-4" 3 -6.3 to 18' -8" G CONNECTORS FORCE DIAGRAM Sel Str. Hemlock 1500f Ind. Hemlock NOTE: Hemlock to be W.C. Hemlock. a DESIGN LOADING 5 R_ 1375# 3T -10 Block for #5 plate 2x4 Top Chord 12 25' -8" 2 -0 " 25' - 8" 23' -8" 25' -8" 4 15# a R �. 25' -0" Clear Span 2.5 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 2x4 LUMBER Btm.Chord Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine J c b 565# 3260#G 4610#T 1200f Ind. Doug. Fir 1200f Ind. Hemlock m 2 50# Equal areas 3 -9.0 to 25' -8" 3 -8.1 to 23' -0" 3 -7.2 to 20' -8" 780 #T 2x4 Top Chord IN , 2x 4 Btm.Chord Roof 45 psf Ceiling 10 psf Total 77 psf 33 -1/3% unit stress increase • C 0 Ci •i n b ' o 5 • 1 m c • o 0c o M m � d Phone AC -305 9.00" 2.57 • 3.22• _Pa.he/ b -1 N3 Plate 3 -4.5 #4 Piet■ 4 -3.6 Plate 4.50• N7 plats 7.07• tl9 lets FILE ' - -� - 2e 5 - 05-Si `11.6 1 54.5 0.2 9 -7.2 M = Wf/ 9 = ( (/2) / 9 = 3800 In - l bs. Axia/ Force Cs I //700 de (589A /.: 3 -5.4 5-5.4 9 -9.9 0.1i 4/ 0. 977 MULTISPIME SIZES 3 -6.3 4 -4.5 114.5 1 7 -4.5 7 -5.4 7 -6.3 31.8 f3I I .__ 144.5 16.2 18.5 5-6.3 B.4 4 -5.4 17.4 5-7.2 9 -12.6 ex 4¢ #/ J, Pit 41 700 go C 3 -7.2 3 -8.1 7 -9.9 20.8 4 -6.3 1 20.3 1 5-8.1 136.4 9 -15.2 A 0, 533 7 -19.3 (()(F6)('7c) _3*EoU (3. 54)056)(/, 33) 3 -9.0 23.1 5-9.0 4 -8.1 DATA : J/r�y� 1 /965 V:81NG CONNECTORS, INC. 3-9.9 3 -10.8 25.4 5 -9.9 4 -9.9 t 1.29" 7T -32 (hertz. steps ere nil -and i steps ere 1.93" except where shown). 27.8 1.29" f __ 7.07" .643"_ 1.8" ST -21 (horiz. steps are a 9' antl vertical steps ere 1.286" except where shown). .643' 4�5, 4 -12.6 40.5 3 -12.6 32.4 64.8 2.57" 3 -14.4 137.0 4 -14.4 46.4 5-18.0 81.0 2.7 "_.1� 0.9' 3.6" I I 0.9" H 111.6 1 1 1.285" 1.285" T -1 3T -12 } 1 1.8" 4 1.8" 1.285• Z -5 U pree7T 61n2 File Le D- KIN - 2.5 -IS -S5 ■-#e ; eJ eZiie / L /9(05 63 Plat. 2.57 • 1 3.22• 1 Plots 4 -3.6 Plat 51.3 3-5.4 56.3 4.50. 120.2 1 !2., 1 I28. 4 17 Plats 7.07• 19 Plat. 9.00• 3 -4.5 (11.6 1 3 -5.4 1 13.9 J 7 -4.3 7 -5.4 31.6 9 -7.2 64.6 39.2 Pore / b -1 CSC MULTISPIME 5I2E9 4 -4.5 I J 9 -9.9 3-6.3 1 16.2 1 7 -6.3 M - W .Q /8 = (9o)(G.5z) /2) / 8 = 57110 /n - /Gs Axial /.)r -C e P: 20 20 ° C 3 -7.2 119.5 1 4 -5.4 117.4 44.5 5-7,2 132.4 9 -12.6 7 -9.9 113.4 3-9.1 O,/9/ A O,eC, O. `/96 2000 1d d (5 1 20.6 4 -6.3 120.3 (A ( F )( 1 36.4 9 -15.2 2 x 4 * I S% Pi n e 7 -15.3 P 3 -9.0 23.1 59.0 4 -9.1 126.1 1 40.9 109.1 145.6 3 -9.9 1 25.4 5-9.9 4 -9.9 1 44.9 .643• f f VINING CONNECTORS, INC. 131.9 7.2• I 3-10.8 1 27.6 512.6 1 56.7 7.07• 1.29. 1 rf 7T -7l (hertz. step. ere O 9Uen0 vertical steps ere 1.93• except where shown). 1.6• 5T -2 (Norte. steps .r. in6 vertics1 step. ere 1.296. ascent whsr..hown). (a )( 1 6 (in 57e/o (/33) 4 -12.6 3 -12.6 11 I 32.4 1 40.9 514.4 1 6 4.6 3 -14.4 64• µy (37.0 4 -14.4 1 46.4 516 1 61.0 2.7.-1.4-.1 le 0 9" 2.57 1 1 9.2 1 9.2 I 1.265' 4.5• Jr-l0 3.6• - I I 0.9' 111.6 1 1.265' 1.265' 5.4" 37-12 -4-.643. 4.5• 1.6" 5 1 .4. 1 ` 1 .6• Ate.= T 61n2 • She VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provision" of the • hational Design Specification for Stress -Grade Lumber and Its Fastenings by National Lumber Manufacturers Association; and e Desigr Specifications for Light Metal Plate Corrected rood Trusses by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each joint. TY'YBER of the same species with equal or greater stress values may be substituted. FABRICATn - lumber must be accurately cut and fitted together so that all members at each point are In sang contact the points. Plate centerlines shall coincide with point centerlines or shall be located by circles unless otherwise m�ensimed. ()MALL SPANS are based on nominal 4• bearing widths end may to increased by ss much as 4` at each wider bearing wham using nominal 8• bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss hes been designed msslmting the top chord is laterally braced at intervals not exceeding 3 -0 o.c. VIKING CONNECTORS, INC., beers no responsibility for the erection of trusses in accordance with this design. Persons using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which say be required in specific applications. NOTE 1962 N.D.S. edition. NOTE: All web members shall be 2X3 or 2X4 #1 Southern Pine, 1500f Industrial Fir, or 15001 Industrial Hemlock. 1 -1/2" BUTT JOIN 5-5.4 Blocks VIKING c 2 -1/4" Z-5 Camber 1/2" at center NNECT 1,2 L U M B E R Max. Overall Spans #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine 1500f Ind. Doug. Fir 1500f Ind. Hemlock FORCE DIAGRAM 12 2.5 a I & -825# m 2x4 Top Chord 15' 15' - 5" 15'-2" NOTE: Hemlock to be W. C. Hemlock. 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33 R 2x4 Btm.Chord 15' - 8" 15' -8" LUMBER Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock 15'-8" f 1985#T m 15'-0" Clear Span 830# 2x4 Top Chord 2x4 Btm.Chord DESIGN LOADING Roof 45 psi Ceiling 10 psi Total 55 pal 33 - 1/3% unit stress increase H a 0 • . O 4 r r 0 O' \Me 1 CO tO � N ° ad ono Se LV 0.3 t7 Q O NIA 1 O O M O W ftd 0 q y O r a m Phone AC -305 566-5471 3T -10 Copyright 1965 Date June 1, 1965 Viking Connectors. Inc. Dig.# 3 -8.1 for 2.5 & over 3 -9.0 for 2.0 3 -9.9 for 1.5 Bevel edges & attach to ip truss with 3 "X8" natlplate at top & (3) 16d nails in bottom chord (see detail below for top chord attachment) Attach End Jeck to Hip ql — with (3) 16d nails at top & (2) 16d nails @ bottom HIP #i (members as required) 1' -0" Corner Jeck 3 -6.3 for 1.5 x 3 -5.4 for 2.0 3 -4.5 for 2.5 & over HIP JACK Hip ql Hip Jeck TOP CHORD HIP JACK ATTACHMENTS 2X6 Ledger 3 "X8" Nail plate End Jeck (Top Chord attached with (3) )6d toe nails) Hip Jeck If necessary, bend plate over top of Hip Jack. = end line 3 "X8" nail plate at 45 1 1/: bend. Attach with 12 nails (6 each aide of bend) & 2 nails at bend. Side View (Endjeck & ledger not shown) All lumber shell be 2X4 H1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock except where shown TYPICAL TIE DOWN LUMBER 1/8" X 1" Anchor strap bent over top chord (by builder) HIP JACK. FRAMIXO 2x4 4 2x6 TOP CH0KOS 2X6 Lad,er 5' -0" Corner Jeck i 7' 0" End Jack 0 2' -0" a.c. 3' -0" Corner Jack 2X4 or 2X3 #1 materiel 3 -5.4 for 2. 6 over 3 -6.3 for 2.0 3 -7.2 for 1.5 TOO nail to late with (3) 16d nails 2X6 Ledger beveled on top & attached to Hip trues with (4) 16d nails at each trues member in contact with ledger t 1/2" die. bolts @ panel points. (by builder). Tom nail to plate with (3) 16d nails. 3 -5.4 Bevel edges & toe nail to plate & to Hip Jeck with (2) 16d nails 7' -0" END JACK 5' -0" CORNER JACK 1' -0" SETBACK 1' -0" Corner Jack 8d nail Bevel edges & attach to Hip Jack N0Tg : \ with (2) 16d nails top & bottom. -- 274 rafter is structurally adequate for ell end Jacks, however larger sizes are generally used to match top �\ with (2) 16d nails. chord size of standard truss.. If 2X6 or greeter, use #1 So. Pine, Corot. Fire , 3 -5.4 or Const. Hemlock. 3' -0" CORNER JACK Bevel edge. & attach to Hip Jeck with (2) 16d nails top 6 bottom. Toe nail to plate 3 -5.4 Toe nail to plate with (2) 16d nails. 0 0 1 .1 dC e a et,le D JAC (set) pitch Ea "pan 7 pet 55 (2X4 &) (2X6 T.C.) JOINT B 1 -5/16 r 1'O ?Max. #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock ;?1 Southern Pine Construction Fir 1500f Ind. Doug. Fir 1500f Ind. Hemlock # K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock L U M B E R Max. Overall Snana 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 2x6 2x4 Ton Chord Btm.Chord LUMBER 2x6 2x4 Max. Overall Spans Top Chord Btm.Cho 1200f Ind. Doug. Fir 1200f Ind. Hemlock 3 -14.4 Phone AC -305 5 The VIKING Truss Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and "Desigr Specifications for Light Metal Plate Connected Wood Trusses" by Trues Plate Institute. VIKING Conner '-or Plates are 20 gauge galvanized steel and applied to both faces of each trues at each Joint. TT BEH of the same species with equal or greater stress value. may be oub"tituted. FABRICATION: Lumber must be accurately cut and fitted together eo that all members at each Joint are in snug contacToag the Joints. Plate centerlines shall coincide with Joint centerlines or shall be located by circles unless otherwise - ni nsioned. OVktALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord ie laterally braced at intervals not exceeding 3' -O" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Parsons using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Only one Butt Joint "A" permitted in bottom chord, or one or two Butt Joints "B" & "C" in bottom chord. Parallel 7T -32 Symmetrical about centerline except for center panel. 5 -9.9 ALTERNATE BUTT JOINT B 3-4.5 & 7T -32 BUTT JOIN 5-6.3 Block CAMBER BOTTOM CHORD.5/8" 4 CENTER Parallel 12 2.5 ALTERNATE BUTT JOINT C 5-9.9 Equal spaces Const Hemlock Symmetrical about centerline. NOTE: Hemlock to be W.C. Hemlock. 3- 3T -10 15' -0" 34' -0" Special cut on lumber 4820#T 1,2 33'-8 Clear span 1/8" 3 6750#T FORCE DIAGRAM ALTERNATE HEEL e _ c b a Equal areas DESIGN LOADING Roof 45 psf Ceiling 10 psf � Total 35 psf a 33 -1/3% unit m stress increase a R.1830# 2X4 Heel height Equal areas 1 D- NI 15 - 2. - 33 55 Da. to vne / 196.5_ 13 Plate 2.57• ! 3.22 11 Plats 4.50• M7 Plate 7.07' 9.00 #4 Plats 4 -3.6 3 -4.5 11.6 11.6 5-4.5 20,2 7 -4.5 31.0 19 Plats 9 -7.2 64.8 C SI 3 -5.4 13.9 5-5.4 MULTISPINE SIZES 4 -4.5 14.5 24,3 7 -5.4 M = (w) (-2 .) /• 9 = (90) ( 95)'' (/2) /• 9 = Sao() /0-45 A x ios I rorce = Pa 6 # G 9 -9.9 3-6.3 16.2 5-6.3 7 -6.3 89.1 4 -5.4 3 -7.2 18.5 17.4 44.5 5-7.2 32.4 9 -12.6 P (A)(tf)(/nc 4 - (893Y/350)0. . 0. 7&' 7 -9.9 113.4 3 -8.1 3 -9.0 23.1 4 -6.3 4 -8.1 26.1 5-8.1 5-9.0 40.5 7 -15.3 20.8 20.3 36.4 70.0 9 -16.2 108.1 145.8 3 -9.9 25.4 5-9.9 1 4 -9.9 31.9 44.5 7.2• SOoo "; -/63 (8,►9 )(/s g5) ( r6)(inc ) V1WING CONNECTORS, INC. 31.9 3 -10.8 27.8 5-12.6 56.7 , 1.29 • . 747" 7T -2 (hortr. steps ere b7.7 ve0ticel steps ere 1.93. except where shown). .6b 3.. •, - 4 --1 5T -21 (horiz. steps arm Mr vertical steps ere 1.286• except where shown). 3 -12.6 32.4 4 -12.6 40.5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5 -18.0 81.0 2.7" 114 0 9" 2.57 11 9.2 1.285' 3T -10 3.1'211:11i1:::--.111- 0.99. 1.285 1.255 ` 5.4 3T -12 (~ - - II 2d: • 643• 5• r.64•- 1 1 1.8• 5.4 1;5• Z -5 Pree t .++!-61. • The VIKING Truss Pabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS This drawing has been prepared to meet applicable provieloee of the "National Design " reification for Stress -Grade Lumber and Its Fastening." by National Lumber Manufacturers Association; and "Deeigr Specifications for Light Metal Plate Connected Wood Truesee" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both face. of each true" et each point. ^ :D°:.4 of the same specie. with equal or greater stress values may be .ubetltuted. PABRICAT707T Lumber must be accurately cut and fitted together so that all member" at each joint are n snug contecL - Tong the joint". Plate centerline. shall coincide with joint centerlines or shall be located by circles unless otherwise OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord 1e laterally braced at intervals not exceeding 3' -O" o.c. VIKING CONNECTORS, INC., bears no reeponeiblltty for the erection of trusses in accordance with this design. Pereoas using such trusses are cautioned to seek professional advice in regard to safety precaution. during erection, proper handling, temporary bracing and permanent bracing which may be required in specific epplicetione• NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Only: :one. (1) Butt Joint "A "permitted in bottom chord, or one (1) or two (2) Butt Joints "B" and "C" in bottom chord. JOINT B 3 - 9.0 Symmetrical about centerline except for center panel. 1X4 Lateral bracing. Attach with 8d nails 8" o.c. ALTERNATE BUTT JOINT B 5 -12.6 2'-6" Maximum Block 3 & 7T - 32 CAMBER BOTTOM CHORD 5/8" @ CE<NTER. 2.5 Parallel 12 12 2.5 ALTERNATE BUTT JOINT C 5 -12.6 L U M B E R - Max. Overall Spans #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock NOTE: Hemlock to be W.C. Hemlock. 3 2x6 Top Chord 34 -0 j4 -0 34' -0" Symmetrical about centerll -3/4" VIKING CONNECTORS 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 3 - 5400#T e 1,2 SECTION AA LUMBER Max. Overall Spans 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 7000#T 33 Clear span---emml 6 3-14.4 2706 Top Chord Equal areas 2x4 Btm.Chord 34 -0 34 -0 f '-O Khd PI y 0 0 p ar 0 0 rP '0 H VI H 0 1) DESIGN LOADING Roof 45 Ceiling 10 _ psf ty 370#Tot 7 psf S 1 33 -1/3% unit . 4 • 04 r Phone AC -305 566 -5471 !7- NI 3 - a S - 33 - 5S i /y(. 03 Plots 2.57' 3.22• I 07 Plots 7.01• 9.00• 09 Plots 3 -4.5 111.6 1 04 lets 4 -3.6 11.6 4.50' � 6 Pinto [0.2 I 5-4.5 7 -4.5 31.6 9 -7.2 64.8 Pa / 6 -/ _fixra 1 /5c2 . p4. CS ► _ P (A) (iZ)(MC.) 3 -5.4 13.9 1 5-5.4 4 -4.5 124.3 1 38.2 M - (IN )(..Q / 9 = 00)(S:8,5 A K - force MULTISPINE SIZES (14.5 9 -9.9 3-6.3 116.2 1 5-6.3 (28.4 7 -5.4 7 -6.3 89.1 7/50 #(.: (9,, / 0,g35 ><- 0,239 4 -5.4 44.5 3 -7.2 1 1 17.4 l 5-7.2 9 -12.6 7 -9.9 113.4 3 -8.1 3 -9.0 1 23.1 4 -6.3 4 -8.1 120.8 1 20.3 5-8.1 70.0 36.4 9 -16.2 7 -15.3 P = 7/504°V 126.1 5-9.0 40.5 108.1 145.8 3 -9.9 ( 23.4 5 -9.9 4 -9.9 144.5 .6 3'- 4Ix /3 CONNECTORS, INC. 7.2• 3 -10.6 1 31.9 113.8 5-12.6 56.7 1j 1.8"-±44-- (hertz. stops ere end rerttul steps arm 1.83• except where shown). _�_ .643. }' -1.6• 57-21 (hart:. Mete ere U.S. cert1cel steps ere 1.256• except where eNpwn). M (e)(C6)('nc.) ($.S7) C/500 ? 1.3 4 -12.6 3 -12.6 1 32.4 140.5 164.8 3 -14.4 37.0 4 -14.4 5-14.4 5 -18.0 1 46.4 81,0 2.7 • �T� 0.9. 2.37' 11.285' 4, 5• "1 21-10 3.6•_ •) I 0.9• 11.285• 1.285• Ilj J1_12 } I' 1.8' 9.4' + �� 1 1.8' Z -5 Rrea=4761n f--7;i 1 .64" 4 9 7; /e A U- NT // - 27 - 55. p -y 2x U M - W t2'/ 8 - (9 0)(1?--)( 5.6) 8 = 1 -12. 1 -10 Ire - I bS y?./ gC lt 89 0,398 I- 0.595 fie: J c�el e I I9cos' (7 57'31-176 " --767) L/O90in- /� (3.56 )('i 500) t• 33 Y3 Plots 2.57• I 3.22• #7 Plot. 7.07• 9.o0. 3 -4.5 11.6 #4 Plat. 4 -1.6 1.6 5-4.9 61 P1.te 4.90' u s� 7 -4.5 31.8 #9 Plot. 9-7.2 64.6 3 -5.4 1 13.9 5-5.h MOLTISF1KE SIZES 4 -4.5 14.5 24.3 7 -5.4 36.2 9 -9.9 3-9.3 16.! 5 -6.3 6.4 7 -6.3 44.5 89.1 3-7.2 16.9 l 4-5.4 17.4 5-7.2 1 9 -12.6 7 -9.9 7 -15.3 70.0 113.4 3-8.1 20.8 4-6.3 4 -6.1 20.3 5-9.1 36.4 9 -16.2 3 -9.0 23.1 L_1 5-9.0 l 40.5 106.1 149.8 3 -9.9 25.4 5-9.9 44.5 1'- 5.25 4 -9.9 LIKING CONNECTORS, INC. 31.9 i . 7.2• 7.2• 3 -10.5 27.6 5-12.6 56.7 1.29' I 7.07• 1 8 71 -32 (horSZ. etepe are 17.1T vertical step. ere 1.93• except where shown). .647. 4.5• 5T -21 (hoar. step. ere 9e - end vertical steps ere 1.286• except where shown). 32.4 4 -12.6 3 -12.6 40.5 5-14.4 64.6 3 -14.4 37.0 64. 4 -14.4 46.4 5 -18.0 } 1.B• .6 Y - 4 - 4 . • -- 1.6 5.4 d 81.0 2.7• Ifa__4__f_ 0 9" 2.57 ,--1 - - H II 9.2 11.285. . 4.5• •-1 rr 3T-10 3.6• _ 0.5• �� 1.265• 1.285 7 5.4' •-I 3T -12 Z -5 S .B• pree7r 61n 1 The VIKING Trues Fabricator must furnish a copy of this design to both the builder and true. erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and "Deeigr Specifications for Light Metal Plate Corrected Wood Trusses" by Trues Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each Joint. L^^!BER of the same species with equal or greater stress values may be substituted. FABRICATION: Lumber must be accurately cut and fitted together eo that all members at each Joint are in anus* contactung the Joints. elate centerlines shall coincide with Joint centerlines or shall be located by circles unitise otherwise dainsioned. OVERALL SPANS are based on n o minal 4" bearing widthe and may be increased by se much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed aseuming the top chord ie laterally braced at intervals not exceeding 3• -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persons tieing such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in "pacific applications NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2X4 #1 Southern Pine, 15002 Industrial Fir or 15002 Industrial Hemlock. NOTE: Maximum Of one (1) Butt Joint "A" or two (2) Butt Joints "B" permitted in bottom chord. Symmetrical 1 about ` (J�' centerline. VI 3-5. 2'=0'x" BUTT 40311T A (2) 3 -4.5's € 2X4 ock (Bottom chord lubber 1 CO NECTORS JOIBT B 5-9.0 •s L U M B E R R Max. Overall Spans *1 Dense So. Pine #1 B.D. So. Pine Sel. Str. Fir &el. Str. Hemlock #1 Southern Pine 1500f Ind. Doug. Fir 1500f Ind. Hemlock Symmetrical about centerline 2.5 CAMBER TOP & BOTTOM CHORDS 1/2" AT CENTER 2x4 Top Chord 29' 29 28' NOTE: Hemlock to be W.C. Hemlock. 4 6000#T f 9'-O" 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 29, 29, 29'-4 L U M B E R Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind Hemlock 48 ' b 640 270# vi a • R 626O#T 28'-8" Clear span 2x4 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 3 5 psf 33 - 1/3% unit stress increase • M R rc _ id 2x4 Btm.Chord r o xa A � n a 0 CP ar 'D �p C+0 ct ED H 0 0 Nd uO� a z a1 ono .0 OD 0 H t.1 l 77 t7 N Cl1 Co O M O w o O N s t$ Phone AC -305 5 7.07• /e # f> - N 9 • Z. S - 28 S S �a • June. /) 19‘57 PMta / d • 3 x y 'ttt So . C� „n M= W L ./. 9= (90)(12)(s.52)''/ 9= 36Go in-/6s Ax►a.1 Core._ St Cho *c 63 Plato 2.57• 3.22• I 3 -4. 9 11.6 1 /4 Plata 4 -3.6 111.6 I Plat 9-4., 4.30• 2 11 Plata 7-i.S 09 Plata ,.00• 31.6 9-7.2 64.6 C SI 3 -9.4 [13., 5-9.4 7 -,.4 4 -4.5 1 21.7 114.5 1 36,1 9-9.9 • (s, 89 o)(i.33) '� s 54 ea 0.994 MULTISPIRE BIZE2 3-6.9 3-7.2 116.1 1 5-6.9 7-6.9 «.9 116.5 4-9.4 (17.4 1 5-7.2 1 32.4 9 -12.6 P 0. #. 0, 512 7-,.5 3-6.1 1 20.5 4-6.3 1200 3-6.1 70.0 113.4 36.4 7 -13.3 3 -9.0 23.1 126.1 5-9.0 4 -6.1 1 40.5 106.1 9 -16.2 149.6 3 -9.9 1 • M (3) (F 1 05.4 1 5-9.9 4 -9.9 44.5 VIMING CONNECTORS, INC. 131.9 7 .2. 3 -10.6 127.6 5-12.6 56.7 l.zs• 1 6• ►}-+a- 7r -3; (host:. @taps ars 0.9' and vertical steps arm 1.93• except whirs shown). 1.29• 1 7.07• -17.643. 4 ?5• .613• -�*,1 5r -21 (horiz. step• ara end vertical stops sr a 1.266• 'incept wham shown). 4 -12.6 3 -12.6 3 -14.4 1 32.4 140.5 5-14.4 64.5 137.0 4 -14.4 146.4 5-16.0 61.0 2 77. • I I I 0 9• 2.57. 1 9.2 11.265. + 9.2 3T -10 3.6• I 0.9• rll.6 1 , 1.265. 1.265' 5.4• 37_12 .64•_ 1 1.B• 5.4• F - Rree 61n T ''�f!'64. 1 O HEADER -CLG. MOUNTED SCALE. HALF SIZE j 3152' 1 38I ' j .6sO' o ti t l ?.-� tl Lt2 In - - 4 R2J .741' 10.53 ® SILL -WALL MOUNTED SCALE. HALF SIZE .125 CTYP) 2 i2 A NGL E r SCALE. HALF SIZE tl .062' t2 = 109' t3 = .I39' fal n SCALE. HALF SIZE 71 SLAT LENGTH /3 P TOP SCALE. HALF SIZE .681' ❑.D. O7 FLAT END SLAT SCALE. HALF SIZE SLAT LENGTH /4 a BOTTOM n N I ' 1/4' 0 LOCKING PIN SCALE. HALF SIZE Os ROLLER ASSEMBLY .952' '' 4 4300' 2.284' O HEADER -WALL MOUNTED 7-.080' Lb7C TYP. SLAT SCALE. HALF SIZE O V2•10 x 314' LONG NYLC>fl • BUSHING V/ 1t4 x 3' S/S USE •4!O STAINLESS STEEL v/ FLUOROCARBON COATING SCALE. HALF SIZE 1 .582' ALT. HEADER -WALL MOUNTED SCALE. HALF SIZE BUSHING ASSEMBLY 1.721 1278' 1.688' 1250' .65e-1 a • SCALE. HALF SIZE 014x3' SM. USE*410 STAINLESS STEEL V/ FLuDRDCARIICPI COATING CSE 3' SCREV I- EtSHDYG IS USED ON OUTSIDE k •t1 ..•tl. � - tl :062' t2 = 109' t3 X 138' FEMALE LOCK -SLAT 220' I.D. 04 ADJ. SILL -BOT. SCALE. HALF SIZE 2.081 .53!' I.D. 1.580' 437 Ip MALE LOCK SLAT SCALE. HALF SIZE .062' • fag 1. THIS ACCORDION SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE VITH THE SOUTH FLORIDA BUILDING CODE. 1994 EDITION. AND THE 1994 BROVARD COUNTY EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED IN ACCORDANCE VITH ASCE 7 -88 'MINIMt1M DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES'. 3. ALOUNLM EXTRUSIONS SHALL 6063-t6 ALUMINLM ALLOT. U.D.N. 4. EACH SHUTTER ASSEMBLY SHALL BE PERMANETLY LABELED AT THE BOTTOM END OF THE LOCKING SLAT AS FOLLOWS. HOWARD SHUTTER CO. MIAMI. FL. DADE COUNTY PROD. APPRD. 5. ALL BOLTS AND VASHERS SHALL BE STAINLESS STEEL VITH A MINIMUM Fy = 33 KSI. PCP RIVETS SMALL DE 3/16 5052 ALUMINUM ALLOY. 6 -ALL SHUTTERS SHALL HAVE ONE LOCKING MECHANISM AT CENTER OR SIDE CLOSURE. 7. MATERIAL SPECIFICATIONS NOTED HEREIN ARE THE MANUFACTURER'S REPRESENTATION OF MATERIALS TO BE USED IN PRODUCT TESTING. 8. THE DETAILS AND SPECIFICATIONS SHOVN HEREIN REPRESENT THE PRODUCTS PROPOMED FQt IMPACT. CYCLIC AND UNIFORM STATIC AIR !MESSURE TESTING IN CONFORMANCE VITH DADE COUNTY PRUTOCULS PA 201. 202. AND 203. 9. THIS DESIGN IS BASED ON CRL TEST REPORT 8 51032b. CTC 1094 -006a. 10. CLOSURE STRIP FOR DtJILD -OUT non SHALL DE AN ANGLE tr SUPTICIENT SIZE TO FULLY COYER BOTH OPEN SIDES Or STORM :M0.JITER INSTALLATION. CLOSURE STRIP SHALL BE ATTACHED TO VALL WITH 1/40 FASTENER P 24' D.C. (TYPE TO BE DETERMINED FROM ANCHOR SCHEDULE). PANEL NEED NOT BE ATTACHED TO CLOSURE STRIP. 11. TOP t BOTTOM DETAILS MAY BE INTERCHANGED AS FIELD CONDITIONS REQUIRE. 3.264' J L.078 CTYP) 3.420' O ADJ. SILL -TOP scALE• HALF SIZE .IZ5' CTYP) 2.000' 11 ANGLE SCALE. HALF SIZE Col APPROVED AS COMPLYING W :Li THE S ^UT}t FLORIDA BUILDING CODE D,;T" 1 C7; • BY PRODUCT JTROL DIVISION SUILGINC CODE COMPLIANCE OFFICE '∎CCEPTANCE NORS C KNEZEVICH & ASSOCIATES, INC. ENGINEERS, PLANNERS 1. PRODUCT TESTING 611 HOKEHA DRIVE HIAHI SPRINGS, fLEIRIDA. 33166 PHONE (303) 883 -9571 [ •3N1 Y31Y100SSY 7 H31A3Z3NA P661 1ND _M_d]J ACCORDION SHUTTER HOWARD SHUTTER CO. 10016 S.W. 108 5 1 . MIAMI, FL. 33157 (305) 235 -0182 $UOISIA5 SIN )W3 AINm3 S I1 , 1) *O3 AIMY13 e le s...p b 94 -143 ( .w..a 1 e+ 5 O HEADER -CLG. MOUNTED SCALE. HALF SIZE j 3152' 1 38I ' j .6sO' o ti t l ?.-� tl Lt2 In - - 4 R2J .741' 10.53 ® SILL -WALL MOUNTED SCALE. HALF SIZE .125 CTYP) 2 i2 A NGL E r SCALE. HALF SIZE tl .062' t2 = 109' t3 = .I39' fal n SCALE. HALF SIZE 71 SLAT LENGTH /3 P TOP SCALE. HALF SIZE .681' ❑.D. O7 FLAT END SLAT SCALE. HALF SIZE SLAT LENGTH /4 a BOTTOM n N I ' 1/4' 0 LOCKING PIN SCALE. HALF SIZE Os ROLLER ASSEMBLY .952' '' 4 4300' 2.284' O HEADER -WALL MOUNTED 7-.080' Lb7C TYP. SLAT SCALE. HALF SIZE O V2•10 x 314' LONG NYLC>fl • BUSHING V/ 1t4 x 3' S/S USE •4!O STAINLESS STEEL v/ FLUOROCARBON COATING SCALE. HALF SIZE 1 .582' ALT. HEADER -WALL MOUNTED SCALE. HALF SIZE BUSHING ASSEMBLY 1.721 1278' 1.688' 1250' .65e-1 a • SCALE. HALF SIZE 014x3' SM. USE*410 STAINLESS STEEL V/ FLuDRDCARIICPI COATING CSE 3' SCREV I- EtSHDYG IS USED ON OUTSIDE k •t1 ..•tl. � - tl :062' t2 = 109' t3 X 138' FEMALE LOCK -SLAT 220' I.D. 04 ADJ. SILL -BOT. SCALE. HALF SIZE 2.081 .53!' I.D. 1.580' 437 Ip MALE LOCK SLAT SCALE. HALF SIZE .062' • fag 1. THIS ACCORDION SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE VITH THE SOUTH FLORIDA BUILDING CODE. 1994 EDITION. AND THE 1994 BROVARD COUNTY EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED IN ACCORDANCE VITH ASCE 7 -88 'MINIMt1M DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES'. 3. ALOUNLM EXTRUSIONS SHALL 6063-t6 ALUMINLM ALLOT. U.D.N. 4. EACH SHUTTER ASSEMBLY SHALL BE PERMANETLY LABELED AT THE BOTTOM END OF THE LOCKING SLAT AS FOLLOWS. HOWARD SHUTTER CO. MIAMI. FL. DADE COUNTY PROD. APPRD. 5. ALL BOLTS AND VASHERS SHALL BE STAINLESS STEEL VITH A MINIMUM Fy = 33 KSI. PCP RIVETS SMALL DE 3/16 5052 ALUMINUM ALLOY. 6 -ALL SHUTTERS SHALL HAVE ONE LOCKING MECHANISM AT CENTER OR SIDE CLOSURE. 7. MATERIAL SPECIFICATIONS NOTED HEREIN ARE THE MANUFACTURER'S REPRESENTATION OF MATERIALS TO BE USED IN PRODUCT TESTING. 8. THE DETAILS AND SPECIFICATIONS SHOVN HEREIN REPRESENT THE PRODUCTS PROPOMED FQt IMPACT. CYCLIC AND UNIFORM STATIC AIR !MESSURE TESTING IN CONFORMANCE VITH DADE COUNTY PRUTOCULS PA 201. 202. AND 203. 9. THIS DESIGN IS BASED ON CRL TEST REPORT 8 51032b. CTC 1094 -006a. 10. CLOSURE STRIP FOR DtJILD -OUT non SHALL DE AN ANGLE tr SUPTICIENT SIZE TO FULLY COYER BOTH OPEN SIDES Or STORM :M0.JITER INSTALLATION. CLOSURE STRIP SHALL BE ATTACHED TO VALL WITH 1/40 FASTENER P 24' D.C. (TYPE TO BE DETERMINED FROM ANCHOR SCHEDULE). PANEL NEED NOT BE ATTACHED TO CLOSURE STRIP. 11. TOP t BOTTOM DETAILS MAY BE INTERCHANGED AS FIELD CONDITIONS REQUIRE. 3.264' J L.078 CTYP) 3.420' O ADJ. SILL -TOP scALE• HALF SIZE .IZ5' CTYP) 2.000' 11 ANGLE SCALE. HALF SIZE Col APPROVED AS COMPLYING W :Li THE S ^UT}t FLORIDA BUILDING CODE D,;T" 1 C7; • BY PRODUCT JTROL DIVISION SUILGINC CODE COMPLIANCE OFFICE '∎CCEPTANCE NORS C yr -r\ TYPICAL ELEVATION r MAX CTYP) SECTION is "---0,CKIERS i L O t°S ASS E:t"STING CSTL V VU S - NO LIMIT SCALE. HALF SIZE VARI NLITE. MAXIMUM DESIGN LOAD ■ 72 PST' TOP TRACK VIty T. LDCATEN ! • NG NEDM OSM LDCIONG MCZSMICSX 'RITE L) TRAGIC ACOESS , OLL ! B' LL.'_ (TYP) ®t (DASSEMoLY REMOVABLE SILL DETAIL (PLAN) A=LT NOLL v/ PLASTIC PLUG t t' D.C. 3/16•0 AL. POP RIVET t 72' IL. 3/164 AL_ POP RIVET t IZ' Q.C. REMOVABLE SILL DETAIL (ELEVATION) room ®1. DC=TING GLASS 0 !' NAX CTYP) I/<'. RAVL CALK -IN t r CC. SMEAR rASTI ER P 2+' EL ESE` ANCHOR =MEDDLE rut ACEERTMILE ANcRO p. SCALE 3' - 1 1/£' MAX. SPA= r 8ET V•iN SILL TRACKS h DPTIDN RA SEE MAXD,JM SEPARATION, LDC ATIDN FROM GLASS SC1£DULE ■ /maw rAS:rnetR ! CSC AMC,tCR SCFEDULE rte ACCEPTABLE ANDR:R . J ` LO KD,G RIM. SLIME Dan TIP DR - DORTON TRACK MN. 1' LEMING (SEE mont 4. TYPICAL PLAN VIEW I I/4- MAOCLE =Iry t NUT ! 12' I.C. C!C !SL S.S SMS ! r:r IRA TDt :S•wc : .tom' ALLM. ANGLE SQL AS RE= TO PON= =WEE AT BULL OUT. P.77a0VED AS COMPLYING WITH TK SOUTH FLORID BUILDING CODE CAT PRODUCT ERTROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NCe -051 1 • 66 U 1 13z Q V+ tr p < 3 1 MININEMBEIMMIIIIIINN :EE recut :EPARATD7N RCM GLASS E CmEDULL pt race .14 TENSION FASTENER \t tSLt ANDCR SCMEDILC WALL MOUNT SECTION SCALE 3'= r- 0' SCALE 3'- r- 0 COSTING STRUCTURE TENSION FASTENER tS t NCHDR SCICDILD ®(TTP. TOP t ROTTEN /4• •Mx. EXISTING STRUCTURE EXISTING STRUCTURE TEMSD74 FASTENER COS MOOR SCHEDULE) 1/4• MA1y ALT. BUILD —OUT MOUNT SECTION C¢STD1G STRUCTURE SEE /4M/MLM SEPARATION FROM GLASS GLASS OR Dmt ASS:D ILY 3/16'. POP RIVET ! lr OL CCISTING STRUCTURE GLASS ER DOOR 1 II) I I EWE DST. ® CEILING/INSIDE MOUNT SECTION SCALE ■ 3'= 1' 0' SEE ANIMA SEPARATION FROM GLASS SD•c uLL — VOOD FRAMING TENSD]+ FASTENER tSCE ANOtR SC3EDULD (TT'''Q. LER ASSEADLT 14 EvERr SIAM PIN TENSION FASTENER COS M - - SOCALD EXISTING STRUCTURE SMEAR FASTDER CSC ANOtR SCHICDU .D O 1/4• «AX d u 1/4• MAX. 3/16 ALCM PCP RIVET • 12 O.c. SEAR FASTENER cszE AND47 SCMEDULD O- TTP. TOP L RITTER WOOD FRAMING O WALL MOUNT SECTION SCALE • 3'= r- 0' 5 GLASS tR DOM 114 MAX. MAIL Oe • TENS+ FASTENER COS MICICR SOEDIAE) 1,2• 7 SEE MDRMIM SEPARATION GL A CR DEAF FROM GLASS SCHC3LC ALT. ANGLE LEG DD2LLTD?A RTP) r v • \ I cg5 CENT. - TYP. TOP t ffiITTON SCALE • 3•= I' - 0' Plrv® L MGM FDOSH SCALE • 3'= I'- 0' I/4 - ti1 MAENTNE DOLT v/ VINGNuT • 12 MC Tyr. TEr t •TTOM TENSION FASTENER (Di NCIat SOCDLLD DO-•'TING STRUCTURE O- TYP. T E P L DOTTOM © BUILD —OUT MOUNT SECTION 1= KDAINM SEPARATD?I 2 - 1/4's x 4 -1/r S.S. LAG SOZEV e 24' as. NAIL Id/ 1 -3/4• 'VICTIMISER 1N rixire t1F cTtnrt _• x 6' P.T. VOaD CONT. NM THIS DETAIL MAT 1!E USED AT TOP OR ]ONTO( tr PAWL 1/4• MAXI O ALT. WALL MOUNT SECTION G u OR Dom! SEE NORM A FR SEPARATION SE EDUL.L GLASS ALT. N LC LEG DD1ECTTEN 1/4• MAX EXISTING STRUCTURE TENSION FASTENER all NOtD SD€Du t) SCALE • 3'= 1'- 0' TENSION FASTENER MEE ANJt1t SOIEDULD EXISTING STRUCTURE /4 MAX 1/4• MAX. 3/16'• ALCM POP RIVET ! 12" D.C. FRONT t JADE OLO ASSENILY V4 - NACI4 t )ELT t tali e Ir OE. BUILD —OUT MOUNT SECTION ION ;,7rt.0 0 AS COMPLYING WITH THE SnTS FLORID'. =ICING ".E 7RC:1:7,:'C^": .OL UiV:S:ON 3Ult: c CODE COMPLIANCE OFFICE .ccE PiA CE 1`10 15 -0.6)1.06 (SEE SPAt4 SCHEDULE) (SEE SPAN SCHEDULE) KNEZEVICH do ASSOCIATES, INC. ENGINEERS, PLANNERS L PRODUCT TESTING 641 H[IKENA DRIVE HIANI SPRINGS, FLORIDA, 33166 PHONE (305) 883-9571 CipYRIGNI I991 KNEZEVICH 1 ASSOCIATES, INC. I a311n1 1111Q8f33V , HOWARD SI IU F I ER C11 10816 S.W. 188 S F. MIAMI, FL. 33157 (305) 235 -0182 I SUOISIAaa COJUY CUMIN'S C17�JNIY CU (NIS SIN)4aW AL ('C3 ,SISl1rI+Y 3AILVr&01 L. 1 „.11-11 PI-111-01 C4 OJ i 64-89 � , ..No wM... I^ V-.1 PRECESSIENSL // pc • ? s 1 g iiiIMINEI AS 1QTO j �f' vim OPOIMp Au 94 - 1;43 ( WWI ] d S :EE recut :EPARATD7N RCM GLASS E CmEDULL pt race .14 TENSION FASTENER \t tSLt ANDCR SCMEDILC WALL MOUNT SECTION SCALE 3'= r- 0' SCALE 3'- r- 0 COSTING STRUCTURE TENSION FASTENER tS t NCHDR SCICDILD ®(TTP. TOP t ROTTEN /4• •Mx. EXISTING STRUCTURE EXISTING STRUCTURE TEMSD74 FASTENER COS MOOR SCHEDULE) 1/4• MA1y ALT. BUILD —OUT MOUNT SECTION C¢STD1G STRUCTURE SEE /4M/MLM SEPARATION FROM GLASS GLASS OR Dmt ASS:D ILY 3/16'. POP RIVET ! lr OL CCISTING STRUCTURE GLASS ER DOOR 1 II) I I EWE DST. ® CEILING/INSIDE MOUNT SECTION SCALE ■ 3'= 1' 0' SEE ANIMA SEPARATION FROM GLASS SD•c uLL — VOOD FRAMING TENSD]+ FASTENER tSCE ANOtR SC3EDULD (TT'''Q. LER ASSEADLT 14 EvERr SIAM PIN TENSION FASTENER COS M - - SOCALD EXISTING STRUCTURE SMEAR FASTDER CSC ANOtR SCHICDU .D O 1/4• «AX d u 1/4• MAX. 3/16 ALCM PCP RIVET • 12 O.c. SEAR FASTENER cszE AND47 SCMEDULD O- TTP. TOP L RITTER WOOD FRAMING O WALL MOUNT SECTION SCALE • 3'= r- 0' 5 GLASS tR DOM 114 MAX. MAIL Oe • TENS+ FASTENER COS MICICR SOEDIAE) 1,2• 7 SEE MDRMIM SEPARATION GL A CR DEAF FROM GLASS SCHC3LC ALT. ANGLE LEG DD2LLTD?A RTP) r v • \ I cg5 CENT. - TYP. TOP t ffiITTON SCALE • 3•= I' - 0' Plrv® L MGM FDOSH SCALE • 3'= I'- 0' I/4 - ti1 MAENTNE DOLT v/ VINGNuT • 12 MC Tyr. TEr t •TTOM TENSION FASTENER (Di NCIat SOCDLLD DO-•'TING STRUCTURE O- TYP. T E P L DOTTOM © BUILD —OUT MOUNT SECTION 1= KDAINM SEPARATD?I 2 - 1/4's x 4 -1/r S.S. LAG SOZEV e 24' as. NAIL Id/ 1 -3/4• 'VICTIMISER 1N rixire t1F cTtnrt _• x 6' P.T. VOaD CONT. NM THIS DETAIL MAT 1!E USED AT TOP OR ]ONTO( tr PAWL 1/4• MAXI O ALT. WALL MOUNT SECTION G u OR Dom! SEE NORM A FR SEPARATION SE EDUL.L GLASS ALT. N LC LEG DD1ECTTEN 1/4• MAX EXISTING STRUCTURE TENSION FASTENER all NOtD SD€Du t) SCALE • 3'= 1'- 0' TENSION FASTENER MEE ANJt1t SOIEDULD EXISTING STRUCTURE /4 MAX 1/4• MAX. 3/16'• ALCM POP RIVET ! 12" D.C. FRONT t JADE OLO ASSENILY V4 - NACI4 t )ELT t tali e Ir OE. BUILD —OUT MOUNT SECTION ION ;,7rt.0 0 AS COMPLYING WITH THE SnTS FLORID'. =ICING ".E 7RC:1:7,:'C^": .OL UiV:S:ON 3Ult: c CODE COMPLIANCE OFFICE .ccE PiA CE 1`10 15 -0.6)1.06 (SEE SPAt4 SCHEDULE) (SEE SPAN SCHEDULE) SUOISIA*J TENSION ANCHOR SCHEDULE - FASTENER SPACING REQUIRED FOR VARIOUS DESIGN LOADS CINCHES D.C.) W/ 2' EDGE DISTANCE TENSION _''! ! 1 1 EXISTING STRUCTURE CONCRETE WOOD FRAMING HOLLOW BLOCK ANCHOR I DESCRIPTION 1/4'0 RAVL ZAMAC NAIL -IN V/ 1' EMBEZI. 1 1/4'0 RED -FHcAD SLEEVE 1/4'0 ITW TAPCDN ANCHOR V/ 1 -1/8' EMBED. v/ 1 -1/4' EMBEDMENT 1/4'0 S.S. AG SCREW S V/ 1 -1/2' PENETRATION 1/4'0 RAVL ZAMAC NAIL -IN V/ 1' EMBED. 1/4'0 RED -HEAD SLEEVE ANCHOR V/ 1 -1/8' EMBED. 1 /4'0 ITV TAPCDN V/ 1 -1/4' EMBEDMENT I LDADCV) ISPAN(L ' V < 915 V V > 915v <105 >105 V <220 V <91 V >915V V <105 >105 V> 915 V >105 V >915V V <220 V <91'S v <105 V < 220 v<915 VS105 >105 V<220' V > 105 V < 220 V >915V VS105 >105 VS 220 VS915 V >915V VS105 >105 VS 220 v > 105 V < 220 .• • • L < 5' -0' 11 14 9 I2 4 12 12 6 13 11 5 18 5 12 12 6 14 13 6 11 18 - 6 - 12 6 . 10 - 5 12 12 II' 11 5 5 7 9 6 8 3 4 L S 8" -0' 7 8 6 7 - 3 22 5 -0' < L 1 L< 8' -LT' 7 12 6 10 4 3 6 - 8 7 3 3 a 6 3 6 14 0 - LL <10' -0' S 7 4 6 � 7 7 6 6 3 3 . 6 i � � I3 3 5 11 5 S - 3 3 5 - - 6 6 5 - 3 / 4 3 4 - - SUOISIA*J TENSION I llNI+03 1WG3 SISA141 3 IIYw&G3 TENSION _''! ! 1 1 I1 -s :I2 1 WOOD FRAMING ` HOLLOW BLOCK i t ?'- • t. M 1/4'0 RAVL ZAMAC NAIL - IN V/ 7' EMB D. ANCI•CP PCTES. 1. MININUN EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINIStt DR STUCCD- 2. WERE LAG SCREWS FASTEN TD NARRty FACE DF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER DF V= STUD. 3. ANC }CRS SHALL !E INSTALLED IN ACCUIDANCE VITM MANUFACTURERS RECZINMENDATD]NS. APPROVED AS COMPLY/NG WITH THE SOUTH FLORA ?:t:LDIND CODE D IC • - .. PRODL:C1 „„ ROL Dn'sICN BUIL DINS CODE COMPLIANCE OFFICE ACCEPTANCE N09,5 -05) 1 .O , Y1 10iCZEYIt71 ` k times.* tpE t7 0.00111Q SID. 9 -143 44...E 4 er 5 TENSION ANCHOR SCHEDULE - FASTENER SPACING REQUIRED FOR DR VARIOUS DESIGN LOAD'S (INCHES D.C.) W/ J' EDGE DISTANCE TENSION EXISTING STRUCTURE CONCRETE ` 1 WOOD FRAMING ` HOLLOW BLOCK i ANCHOR 1 DESCRIPTION 1 1/4'0 RAVL ZAMAC NAIL - IN V/ 7' EMB D. 1 1/4'0 RED -HEAD SLEEVE !ANCHOR V/ 1-1/8' EMBED. 1/4'0 ITW TAPCDN V/ 1 -1/4' EMBEDMENT 1/4'0 S.S. LAG SCREW V/ 1 -1/2' PENETRATION I 1/4'0 RAVL ZAMAC 1 NAIL -IN V/ 1' EMBED. 1/4'0 RED -HEAD SLEEVE ANCHOR V/ 1 -1/8' EMBED. 1/4 ITV TAPCDN v/ 1 -1/4' EMBEDMENT LOAD (V) , 1SPAN <L '¢ 1 v > 915 W 915 V 105 v > 105 v < 220�V S 91 .5 V > 91.5 v < 105 v > 10 5 ' V < 220 ` < 97 I1 V > 9:5 < 105 V > 105 V < 220 V 91.5IV V > 91.51 V > 105 < 105 < 220 l'i V > 91.5 S 97.51V < 105 V > 10S V < 220 I V > 915 V S 91.5` < 105 I v > 105 V < 220 v S 91S v > 975 V > 105 V < 105 V < 220 L < 5' -C' 12 11 17 5 8 I2 12 i2 I2 7 8 14 18 13 18 6 88 18 11 1B IO 11 4 7 I7 6 75 3 T i2 12 I2 12 6 7 8 I3 7 3 5 5 -0' < L 1 L< 8' -LT' 7 12 6 10 3 5 17 i2 9 Il 271 9 ; i3 8 I1 X 6 14 4 7 3 10 4 - 4 9 11 8 9 4 5/ 8 4 7 - 3 L 8'-0' (10 •-0' 6 9 5 8 / 8 10 7 9 3 < 1D 6 a 3 23 Il 5 5 - 3 - 3 7 8 7 3 3 q 7 3 6 X ANCI•CP PCTES. 1. MININUN EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINIStt DR STUCCD- 2. WERE LAG SCREWS FASTEN TD NARRty FACE DF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER DF V= STUD. 3. ANC }CRS SHALL !E INSTALLED IN ACCUIDANCE VITM MANUFACTURERS RECZINMENDATD]NS. APPROVED AS COMPLY/NG WITH THE SOUTH FLORA ?:t:LDIND CODE D IC • - .. PRODL:C1 „„ ROL Dn'sICN BUIL DINS CODE COMPLIANCE OFFICE ACCEPTANCE N09,5 -05) 1 .O , Y1 10iCZEYIt71 ` k times.* tpE t7 0.00111Q SID. 9 -143 44...E 4 er 5 MINI MUM SDPARAT i ON = RDM GLASS (1N) PIISiTIVE DESIGN LOAD CV> CF'Sr) ACTUAL SPAN (L) MIN. SEPARATION PROM GLASS FOR INSTALLATIONS < 30' ABOVE GRADE CINCHES) MIN. SEPARATION VRDM GLASS rOR INSTALLATIONS > 30' ABOVE GRADE CINCHES)_ 30.0 L < 5' -O' 2 -1/8 10' - 0' 1 30.0 5' -0' < L < 8' -0' 2 -1/8 10' - C' 1 -1/8 30.0 8' -0' < L < 10' -0' 4 -3/8 10' - 0' 1 -3/8 40.0 L < 5' -D' 2 -1/8 1 40.0 5' -0' < L < 8' - 0' 2 -1/8 1 =1/8 40.0 8' -0' < L < 10' -0' 4 -3/8 ! 1 -3/8 50.0 L < 5' -0' ! 2 -1/8 140.0 10' - 0' 1 50.0 5' -0' < L < 8' -C' 1 2 -1/8 ` 1 -1/4 50.0 8' -O' < L < 10' -0'1 4 -3/8 1 -1/2 60.0 L < 5' -0' 1 2 -1/8 1 60.0 5' -0' < L< 8' - 0' 1 2 - 1/8 1 1 -1/4 1 60.0 18' -0' < L< 10' -C'1 4 -3/8 1 1 -5/8 70.0 L< 5' -0' 1 2 -1/8 1 1 70.0 5' -C' < L< 8' -0' 1 2 -1/8 1 1 -3/8 70.0 1 8' -C' < L< 10' -C' 1 4 -3/8 1 1 -3/4 80.0 L< 5' -0' i 2 -1/8 1 1 80.0 5' -C' < L< 8' -C' 1 2 -1/8 1 1 -3/8 80.0 18' -O' < L < 10' -C'1 4 -3/8 I 1 -7/8 -� 90.0 1 L< 5' -0' 1 2 -1/8 I 1 90.0 1 5' -C' < L< 8' -C' 1 2 -1/8 1 1 -3/8 90.0 18 '-0' < L 1 D' -C'1 4 -3/9 1 2 100.0 1 L< 5' -0' 1 2 -1/8 1 1 100.0 1 5' -C' < L< 8' -C' 1 2 - 1/8 1 1 -1/2 100.0 18'-e" < L< 1 D' -C'1 4 - 3/8 1 2 MAXIMUM ALLOWABLE SPAN SCHEDULE_ NEG. DESIGN LOAD (PSr) MAIXIMUM ALLOWABLE SPAN (L) CrT - IN) 30.0 10' - 0' . , 40.0 10' - C' 50.0 10' - 0' 60.0 10' - 0' 70.0 10' - C' 80.0 10' - C' 90.0 10' - 0' 100.0 10' - 0' 110.0 10' - 0' 120.0 10' - C' 130.0 10' - C' 140.0 10' - 0' :50.0 9' - 10' 160.0 9' - 5' 170.0 8' - 10' 180.0 8' - 4 190.0 7' - 11' 200.0 7' - 6' 210.0 7' - 2' 220.0 6' - 10' 230.0 6' - 6' I 240.0 6' - 2' 250.0 6' - C' I 260.0 5' - 9' APPROVED AS COMPLYING WITH THE SOUTH FLORIDA mUILD1NG CODE • • 6612 DA SY PP..ODUCT r'TrOL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE N09.5 - 0311 -b 6 1 .0 1 1 .5 -1 :14 MIN% M 94 -143 ( smog t S d 5 1 DO SILL ADAPTER sc4 3 /e' = 1 1/4'• -24S. S DNUSIBSCREWS i VARIES 2" Mel__ WALL HEADERS WALL HEADERS (INVERTED USE) SCALE: 3/8' = 1' Dee Fri. .679' VARIES SEE M77E BC -OW ® LOCKING PIN SCALE 3/8' = 1 .922 571 1 LO MALE LOCK SLAT SCALE: 3/8 = 1 F"--T - -2D00 6 Mk. FOR LIP 7O 9'-0• SHUI7ER BrADE rs4c NS • r2' 161. FOR SMITTEN BLADE LENGTHS C! THAN UP TO 12 SC.4LE 4/e 7' -1 fea �- I af -? .579 O BOTTOM, BUILT -OUT 0 FEMALE END SLAT START Z2 STRIP 14.479- <7 r scALE J /8' = 1' SCALE J/8' = 1' r) FEMALE RESIDENTIAL BLADE SCALE 3/8 = 7 r /4' , - 20 S S 7NwLE5cREws IAA= sir Nom- mow of ALTERNATE LOCKING PIN SCALE 3/8' = 7" FEMALE LOCK SLAT SCALE 3/8" = 1. 3 WALL HEADER WALL HEADER (INVERTo USE) SCALY J/8' = 1 - 7 1 - I 10 MALE COMPONENTS PLAN 1 r � 2.750 J 0 LOCKER SOLE. 3/8" = 1 T-- L SCALE 3/8' = 1" 1.124 •••L ® CEILING HEADER SCALE J /`o - r.coo -1 2.750 FRONT ELE1fA1 SCALE 3/8' = 1" LOCK SLAT ® . 1✓.ALE LOCK SLAT © SILL SCALE 3/8 l' a 729 0.47r- f £COOT Mox t J OO ALUMINUM ANGLE SCALE :: 3/8" = 1 G RESIDENTIAL BLADE SCALE: 3/8' = 1' i .1709' QK LOCK CLIP 4' LONG SCALE: J/8' = 1 • 1LiECOINc. 77LUIT TESTING . ENGINEERING CONRAN? esn Kw . HE SL 9. 7 twOr* CAROM 80.24 Muse N•••..: pawn-t5. . f : (.X17)171 -,11 WALTER A. 17WT Jr.. P. E FLORID4 Lk. / 44167 COLERAL MOTES 1. ACCORDION SMRTDI HAS BEEN DESIGNED N ACCORDANCE r114 NE 04Q6 COUVIY, 1994 EDITION Q'. 1NE SOU1H FLORIDA &ALONNG CODE O£9GN IMO LO40S SMALL BE DETERMNED AS POP SECTRw • Or ASCE 7 -ad, 167 77f 7 10 m.pA. BASC NVO SPEED. ACCORDION SMJT7EQs ADEOLIACY FOR IMPACT AND FATIGUE RESISTANCE NAS BEEN V£R/f7ED N ALaM.cr wog SECTIONS 2.715 & 2.14 RESPEC77VEZr Q off MOW MENY%AMED CODE AS PER Alt REPORT / 0902.01-9a S STARLESS STEEL 9CET METi1L SCREWS USED AT LOUVER RN SHILL BE / 70 x J: 410 - HT YINIMUL SEWS w/ 1.73.0 tsi YIC.D PONT & 180 bf 1E1SZ! S7RCAC7 ( SCREWS 9 4LL BE COATED WIN XY.AN 5000 sr ma fLUOROPW.17IE4 CUAITMGS AS YNR.IFAC7LRED 8r W ITFORD Ca. BOX 507. WEST C7NLWLN PA 19.381. S ALL ALUAOM/M Dt• RUSKYVS SMALL BE 6063 -79 ALLOY. 4 ALL SCRE)YS 7D BE STANYLESS STEE. J 4 UP J75 SERFS w/ 50 Jai fC..D PENT 410 90 ka TDCZ E S7RDYCIX S ALL ALUMINUM PCP RIVETS 7 BE 5052 ALLOINW ALLOY wr7) ALUMINUM AMNDD a 8OL7 70 BE 20?4 -74 ALUMINUM ALLOY GILY. OR STAIN= $'r.1�.' HRH , Imr WORM/ MIAlMtI MD PONE 7 ANCHORS TO MI SfNLt BE AS FOLLOWS ('MESS OTNEN&SE NOTED) (A) 70 EXISTING POURED CDNCRE7T - 1/4 • , *A OCIN INDOORS .4S M4MFAC11IRED Br LT.W. RAMSET OR tZm NOVIr etiC. - r /4 • RAMC ZAYAC NWLN ANCHOR'S. AS SMNUFACTURCJ Er THE RAWL PLEA: COMPANY. INC. - 1/4 • x 7/5 A44112 CALK -aV AS MANUFACTURED BY THE RAwI PLEA: COMPANY. moms A. 7) AtYMMUM EMBEDMENT OF TAAIMN A INTO POURED f`.. NCRETE 6 1 J /4- M/MWIy EMBEDMENT or RIME 2A444C NMKN S 1 3/a" A.?) 7/4' • x 7/17' RAWL CAL% -w moots S9441.` BE &M ELT EMLIED NM DC POURED CONCRETE NO EMBEDMENT Oro S71./CCD SHAG/. EC PM/TOM 7/4' 0-20 SCREWS USED SMALL BE 1 7/2" LONG AAVALRAV SHOULD STUCCO COST. A.2) N CASE NC PRECAST STONE PRECAST CONO•TE PANES OR PAVERS BE FOUND ON THE E CS7P C 11AALL OR FLOOR A GNOR5 SHALL BE LONG ENOJCN 7D REACH THE MAIN STASKTURE BENA10 SUCH FMCS ANCHORAGE SMALL BE AS' PC.CAT.O OR NOT*S A.1 et A.2 ABOVE (B) 747 EJOSDNC L7X/1TRE7E BLOCK WALL - 1/4" • TAI=N MOORS AS MANUFACTURED 8Y LT. W. RAMSET OR E'CO NDUSTR1= INC. - 1 /4' • RAWL ZAAOAC AMALN ANCHORS AS MANUFACTURED THE RAMC PLUG CHORINE 1NG - 1/4" • x 7/8' RAWL CALK-N AS ANNUFACTURED BY DIE RAMC PLUG COfrtAN1 NC_ <7r NOTS- a.1) AINIMUW EUeDAAEVT Mar UPCOV ANCHOR$ AND RAMC Z.AAMC NAR A ANCHORS NTO 7NE CONCRETE BLOCK UNIT 91411 7r 7 7/4 a2) 1/4 -, . 7/B' RAWL CALK-W ANNORS SHALL EE OITIR£LY EMBEDDED N70 THE BLOCK LAY. NO EMBEDMENT NM S7UCrO SHALL BE PE,AAI77 . 7/4" 0-20 SCREWS USED SMMLL BE 1/2" LONG AW WM SOOULD STUCCO EbST. a.J) N CAM" NAT PRECAST MINE OR PRECST CONCRETE PANES BE FOUND ON NE EXISTING WALL ANCHORS 944U. BE LONG ENIOWN TO REACH THE MAN STRUCTURE. BEHIND SUCH PANES ANCHORAGE SNML L BE 1 1/4" MINIMUM FAR MOORS MENTIONED' N ELT.). Jr 7/d" MR ANCHORS MENTIONED N 5_2,1 (C) ANCHORS SHALL BE INSTALLED ADLLO M: ALL OF T)NE REGOMETNOCON S AND SPECIFICATIONS Qf THE MOVES AMNUFAC7URC+t a aLAx©. AND DIE mocre.sS ALW CTh7 1L47ES 1�, p. ! 0 t TNr STARIERSe& ARE UMW? THE PATENT OF EASTERN METALS 9. fr SHALL BE .'NE RESPONSIBILITY Or NE CONDUCTOR TO VON*7 THE SOUNDNESS OF THE STRUCTURE MNERE SHUTTER IS TO BE ATTAL7+ED 70 NSIURE P ORV ANCHORAGE: M. LICH UNIT AST BEAR A PERAMEENT LAKE` N A Y15TBLE PLA= W7774 .4 NLitRNNC NOTE INS'.RUCT:NC TOE TENANT' LW HOT{ OWNER THAT ALL LOCJINC PUNS AS W^_.L AS BON LOC%D45 M',IST BE PREPERLY 1A57.411127 t BOLTED DURNC P£RICOS OF HURRICANE MMRN,NC. 11. SNU77L AMNRIFAC7IPC4 STAMP SMALL BE PACED ON THE EXPOSED SURFACE OF THE fFAMLS LOCK S-4T (CDMPote m I®LSQ 40) ONE LABEL SHALL BE P• R EVERY OPEMNC. LABE:' SHALL REAa As FOLLOW HOWARD SHUTTER COMP•N7: Aaua F= DADE COUNTY PRODUCT CONTRCt APPRO421 ASSA RESIDENTIAL BERTHA ACCORDION SHUTTER AS. SHOWN / SC:ALE .. - APPROVED AS COMPLYING wl;tl THE SOUTH FLORIDA BUILDING CODE DA P 3p BY PRODUCT A' ,ROM DIVISION BUILDING CODE Ap COMPLIANC'c OFFICE ACCEPTANCE NO. 19 0 3 22 -a tl st wec L.ar „wan0ms ac oet HOWARD SHUTTER COMPANY Moiec 9N#P• /24 10816 SW 1981* STREET. MLAMI, FLORIDA .757 �^ -T a DA DADE COUNTY 1/29/99 DATE 99 - 35 DRAWING No SHEET 1 OF 10 /14 x J /4' S S s. AL S 09'0. C. POLIR'..J' C,OIVCR£7E OR CONCRETE BLOCK M41L1. REDUIRM 110 r 3 S S SY SW/ 7/16 0 x 7/8' NYLON BCSHIC L E sCHEJUL_x Iva Wen. SEPARATION S' TO I Cum OF E OSTINNC I WINDOW OR S C. D. CONCRETE ANCHORS (SEE' SCHEDULE ON SHEET E & NOTE 7 ON SHEET 1) WALL MOUNTTG INSTALLATION — SECTION A SCALE : 3/8• = 1' II POURJ' CONCRETE 1■-1.500'— REOUIR.0 ' ' 1 1 I 12,4141 CALX -/N ANCHORS (SCE scH£DULE ON SHEr T e & NOTE 7 ON SHEET 1) t /10 S SKSw/ 7/16' r x 5/8' LONG NYLON BUSHING (T). TOP IN>£710R) DR II it 11 11 11 11 u n 11 11 11 11 11 1107 .3 S SAL£ W/ 7/76' r x 7/E NYLON BUSHING Typ. MP et BOTTOM (EXTERIOR) It BOTTOM (ANTERIOR) LI -- RAW CALK -AV ANCHORS (SFr SCHEDULE ON SHEET B d NOTE 7 ON SHE_T7 1) • REMOVABLE FLOOR MOUNTING INSTALLATION 2i — SECTION 21 SCALE :. /8' = 1 ALTERNA1IVELY TO 1 " x 2' A/vrn. ANGLE W/ ANCHOR, DRILL HOLE AT TO INSTALL RA WL CALK -IN AT (Dh . COVER HOLE WITH WON CAPS EDGE or MAP IF APPLICABLE /10 x 3'S S S AL S w/ 7/16' • x 7/e NYLON BUSHING (Typ. B0770M) 170 z 3/4' S S S U. S 0 12' 0. C TYP EA. SIDE 1 ALUMINUM ANC.E (6063 -76 ALrar) WALL MOUNTING EsTSTA , T A TION — SECTION Al . SCALE : 3/8 zy9 9 E A a EDGE DtSTANKE SCHEDULE Swa7 Of NOM FOR COMBINATION OF SECTIONS : WILL/FLOOR/DOUNC UOUNTINC SE:'11C AS' CAN BE COMBINED Da AN, l 4) 70 SIAT AN? IK5TALLA710K POURED CONCRETE REQUIRED 1-- s . SCHEDULE p - Alirt. SEPARAIIONT TO CLASS OFEX'$77NG WINDOW OR S C D. Y POURED CONCRETE REOU/RED 1107 .7/4'S S S. M.S. OR3 /16'0 Almon. POP RIVETS O 12 C ALTERNATE — LOCAI7ON FOR TOP UP FASTENER IILIECOINC. T2L UT =TIM l ENGINEER/NC COMPANY l'LO Kt .7gil ... sr. x17. w01M Al CO[71q ItO•DI 174143 ~so : pavan-two . F : (]41)477 -4571 NAL A. 77WT Jr.. P. E: FLORIDA LIc. f 44767 • ►� D. ti - - £O A 1 CONCRETE ANCHORS (SEE SCHEDULE ON SHEET 8 \ t 7 ON SHEET 1) 11 11 11 11 11 V / / 21 / CONCRETE' ANCHORS ANChgRs L,j (SEE SCHEDULE ON SHEET 8 & NOTE 7 ON SHEET 1) E A u /f0 x S KS •/ 7/16• • x 5/8' LONC NYLON PLSHlNC (Typ. TOP WTERCR) CEILING & FLOOR MOUNT. INSTALLAT. — SECTION B ssaLE : 3/8 _ 1" APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DA1 APR// L r co BY PRODUCT COITIOL DIV!S`ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. 4 !/ - 03 27-- 0 "4 /10 r3'S S S ALSW/ 7/16' 0 r 7/8' NYLON BUSHING & BOTTOM ) (Exr /oR) /10r3 /4'S S S AL S OR3/16' Num. POP R/V575 O 12' EDGZ OF STAB hr APPLICABLE DADE COUNTY ASSA / RESIDENTIAL B�,..n'' 7h! ACCORDION SHUTTER S °te 31037( LA*2 144£734003 K034 HOWARD SHUTTER COMPANY MEMBERSHrP: /24 70876 SW 188tH SIR= MAUL f1O4t84 .;3157 IVY. Me DAT t• ®44314 0 a.v 1/29/99 DATE 99 - DRAWING Me SHEET 2 O 10 /729 TILT TE377NQ k ENGINEER CCPAN1' ssae K , . 471 , ' _' ( -trr1 Sta WALTER A. TILLI7 Jr.. P. E f1GR Lk 1 . / ASS4 / RES/DENP,AL BERTHA ACCORDION SHUTTER sm.( LK wMSlovfs iC DM HOWARD SHUTTER COMPANY MEVBERSHP: /14 10818 SW 158th STREET. yµyL fLCRCA 33157 Inc SIC. 1 Nag INK No j arsc rt 1 AS SHOWN SCA LE 1/29/99 GATT 99 - RA w1NG No SHEET 3 OF 70 POURED CONCRETE REWIRED 4- POURED CONCRETE OR CONCRETE BLOCK WALL REQUIRED N A/�LCT�ERNATE LOCATION FOR TOP LIP FASTEN CONCRETE ANCHORS (SEE SCHEDULE ON SHEET 8 & NOTE 7 ON SHEET 1) h SEE SCHEDULE FOR --� . SEPARATION 5 TO CLASS OF EXISTING WINDOW OR S. G. 0. 1101 3/4'S S. S M. S OR 3/16' / Num. POP RIVETS O 12 0. C. EO 1/4' 0-20 SS x 3/4' PAN HEAD PHILLIPS BOLTS W/ NUT 0 12'0. C. 1' Mln. ---1 500'- n CONCRETE ANCHORS /10 r 3'S. S. S AI. S. W/ 7/16 1 y x 5/8' LONG NYLON BUSHING (7yp• TOP, INTERIOR) cn t 7/76' I x 7/8' NYLON W/ BUSHING (Typ. TOP * BOTTOM, EXTR/OR) & BOTTOM, INTERIOR) /10r3 /4'£5.S.M.S OR 3/15 I Num. POP RIVETS O 12'0. C. 1/4' 1-20 S.S. x 3/4' PAN HEAD PHILLIPS BOLTS W/ NUT O 12' 0. C. j (SEE SCHEDULE ON SHEET 8 & NOTE / /' ON SHEET 7 WALL MOUNTING INSTALLATION (BUILD—OUT) — SECTION C SCALE : 3 /8' = 1 ' L TYPICAL ELEVATION N. T. s E 0. (SEE DISTANCE SCHEDULE ON SHEET 8 Of 10) NOTE FOR COMBINATION GP SECTIONS : COMBINE / A WAY TO S SECTIONS ANY INSTALLATION. SEE NOTES ON LOCKS ON SHEETS 4 & 5 OF 10 APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT 4 ' • 19 BY PRODUCT COI TROL DfY:S'ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO 17 - 032'2. • 4x. DADE COUNTY CGINCRE7. (J ORS 09 0. C. (SEE NOTE 7 ON SHEET 1 �\ • / T>YL IT TEW77N0 1 DIGINEERINO COMPANY ems K t 2 N91:M : ( GAOO #tO•01 Si 1Y WALTER A. IILLIT y_ P. E FLORIDA Lie. / 44167 ASS4 / RESIDENTIAL BERTHA ACCORDION SHUTTER NC Sal HOWARD SHUTTER COLNPANY AIEVBERSNIP• /24 10816 SW 185th STREET. 411414. f20RICA 3.1157 Arr. aar.vnc• WV. w •r AS SHOWN SCALE 1/29/99 DAT 99 —.35 DRAWING No SHCET 4 Of 10 •2'x 2':.125'OR J' x J' : .090' ALUMINUM TUBE (6063 -T3 ALLOT 3/16' I Alum. POP RIVETS CR / 14 x J /4' S SS O 6' 0. G POURED COACRETf CR CONCRETE BLOCK WALL REQUIRED OR (BErcND) CASE 1 2' r 2' r .125' OR J' x J' r .090' ALUMINUM TUBE (6063 —T5 ALLOY) r J /d' I HOLE FOR LOCKING PW 1'x 1'x .125' Cont. Alum. ANGLE (6063 -T6 ALLOY) OR's (BEYOND) CR (BEYOND) (BEYOND) v � (BEYOND) (BEYOND) \\ REAR * • J /16' I Num. POP RIVETS OR / 14 x J /4'S.£ SAES 0 6' 0.C(Tjp.) CASE 2 I it 1 ' r .125' Cont. Num. ANGLE (6063 -T6 ALLOY) SECTIONS E SCALE :: 3/8" = 1/4' I -20 x 1' LONG S. S M. S . 0 MKY•1E]CHT OF e O FRONT CR REAR (TT'P.) 2'.r2'x.125'OR J' x J' x .090' ALUMINUM N8£ (6063 -T3 ALLOY DOOR@ (4) 3/16' / 14x2/ £AL£ 2 ANCHO RS EACH AN CASE 3 OR (BEYOND) SECTION D SCALE: 3/8" = 1 " REAR * 3/ 6' 0 Num. POP RIVETS OR / 14 r 3/4"111g1 0 6' O. C. (Typ.) OR (BEYOND) 0 11 1 P. SECTIONS D, D' & E iY /0 ®•* SCALE 3/8" = 1 " 2'Z x .125' OR J' x J' r .090' Num. 7L&Y• POST ' EDGE O. SLAB CtE 1 • 1' x 2' r .725' x TUBES" S7I£ Akurt. ANGLE (2 R£OUIRED) 6063 -16 ALLOY) ISOMETRIC � Typ Ar rop. (CORNER POST) & Borc / SUBS) 3 /8' 0 HOLE FOR LOCK1M3 PIN. 5 1/4 0-20 x 1' LONG 1 S AL S. POUREO CONCRETE / OR CONCRETE BLOCK WALL REQUIRED CONCRETE ANCHORS 0 9' 0. C. (SEE NOTE 7 ON SHEET 1) CONCRETE ANCHORS 0 9' 0. C. (SEE NOTE 7 ON SHEET 1) HO OR (BEYQw0) • • AID7E$ 014 L00•: APPLICABLE TO LOCK DETAILS SHOWN ON THIS SHEET. C 7FSQd ©SHALL ALWAYS BE LOCKED BY LcSING LOCK C.UP INSTALLED EF TA! T7-If INSIDE OF SHUTTER W/ 7/4 0-20 2 1 • S S Sx0C 4LX 80LT SHOWN ON S£CT?Qid • t BOLT SHALL PEh(T tax CUP. As Ku ASO O Y. LOCK cLFc. f /2 SHALL FM ENTIRELY • 0 LOCKING PW u�R4pipvtyt�'�s BEFORE SIAEY44X 904.T fS Tx?IIFNEEL AL7ERMT tlr 70 uswc Q7 LOCK CUP. CDOMATES0 (19.9 c. ALW.4 S BE LOCKED BY IN ALMS A 1 4' 0-20 x 1 S S S10EWCHX r Y v Boni TES. FOR NS PURPOSC IJdCFME T7* RIL4TES Sfi4LL BE PRE - DRILLED AT THE BOLT 1.0041 708 .ASS AS LAPPED 1IiRV IN ORO R TO ACCEPT T1E 7/4' 1-20 SDCMLK BOLT. 17•*S BOLT M4Y BE N6TALL.ED FROM OTHER THE FRONT OR REAR OF SHUTTER 080 (BEYOND) SECTION D' : ONE SIDED SHUTTER END CONNECTION DETAIL SCALE.• 3/8" = 1 " r POURED CONCRETE OR j/ CONCRETE BLOCK WALL REWIRED 1 OR 1/2 1 r 2' / 2'sJ'0Rr 4' OR x 5' r .125' Alum. ANGLE / 14 x J /4' S S. S.M.S. OR 3/16' 0 Num. POP RIVETS O 9' 0. C. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE oat PR 3 N3•� �.- BY PRODUCT CO •01 DWYIS.ON BUILDING CODE COMPLIANCE OFFICE aWCEPIANCE NO. i g —0 22. °C# DADE COUNTY CONCRETE ANCHORS 0 9' 0. C. (SEE NOTE 7 ON SHEET 1 POURED CONCRETE OR CONCRETE BLOCK WALL REQUIRED 2'r2'z .125'CR J' r .r r .090' ALUMINUM TUBE (606J -T5 ALLOT) 3/16' 1 Alum. POP' RIVETS CR S ISALS. O 6' 0. C. NYLON SCRE1V HEAD ( BEYOND) CASE 1 2' x 2' r .125' OR J' r J r .090' ALU4LIN'JAl TUBE (606J -T5 ALLO)) REAR r � � � r J 1 ✓ 1 1. -i_ —'7 FRONT cuss H 2 o W � W � J/6' I HOLE FOR LOCKING PIN NYLON SCREW HEAD 1' r 1' x .125' Cant. Alum. ANGLE (5053 -1 ALLOY) C ) OR (BEYOND) (BEYOND) O OR (BEYCNO) (BEYOND) Alum. RIIMJT t (Tr?.) OR (BEYOND) 1' • .125' Cont. Alum. ANGLE (606J -T5 ALLOY) J /16' 0 Alum. POP RIVETS OR/ 14r 3 /4'S S. S K S 0 6 . 0. G (Tip.) CASE 2 SECTIONS E SCALE: J/8". 1- FRONT kOOR C • OR (BEYOND) FRONT SECTION .D SCALD 4/8 = 1 (4) .1/16' 1 Alum. POP RPrf7SOR 14 J S (TY p) 2 ANCHORS EACH ANGLE REAR 2 x2't.125 - CR J' r J' r .090' ALUMINUM TUBE (6063 -73 ALLOT? CASE 3 Alum. levNUT f (T OR (BEYOND) J/ 6' • Alum. POP RIYETSOq/ 14 J /4'SSSYS O 6 . 0. 0. (To) EXE OF sz,4B ISOMETRIC ryp AI TOP (CORNER POST) & a °Trn SLABS) /2r HOLE FOR PNL —J POURED CONCRETE OR CONCRETE BLOCK wALL REOLWRED CONCRE - E ANCHORS 0 9' O. C. (SEC NOTE 7 ON SHEET 1) SCALE :: .0 IILIECOIMC. Tt1JT TLSTINO t LACINIXRINSI C9NPAXY u6 411. : i / : ( l-23J1 3T1 WAL TL74 A MCAT .Y P. E Ron/CA L. / 44 167 CONCRETE ANCHORS 0 9' O. C. (SEE NOTE 7 ON SHEET 1) OR (BEYOND) FRONT ONE SIDED SHUTTER END CONNECTION DETAIL 1 ' Mt Ile NOTES ON LOGICS : APPLICABLE ro LOCK DETAILS SNow ON THIS SHEET. s LOCKL77 S AL Ir4 1 BE USED FOR ANY SPAY AND INSTALLA AT Awr ELEVATION. LOCKER MAY B� AS AN INSDE OR OUTSIDE LOCKER IF ATTACHED TO Q;& W/ 1/4' 1 -20 x 1' LONG S S THREADED BOLT 1 / 1 4' 1 -20 r 5/3 k7TERN4LLr THREADED ALUMINUM RMYUT. SEE LYSTALLATION DETAIL ON TH/S SHEET. *s FOR NYSTALLA NS AT ANY ELEVATION OF BUILDING AND W ADOMON TO LOC KERS A REGULAR T LOCK JAY BE USED FOR SE PURPOSES AT ANY DESIRED LOCATION OF CENTERML47E (INSIDE OR OUTS /OE). WHEN USED INSIDE MINIMUM SEPARATION TO GLASS STALL ALSO BE VERIFIED FRDU THE TIP OF SUCH T LOCK OR FROM THE OTHER Std/T7ER COMPONENTS SHOWN ON SECTION 0 (4? O.EVER LS MORE CRTICAL). t : SERIES 9444 ALUILINLV (2024 -rJ ALLOY) LARGE FLANGE 7HW .Siia7 MUTSU(); PART / O020. AS MANUFACTURED BY AVDE1 CHERRY TF.rTOR4 PARSIPPENY, NEW JERSEY 07054 OR EQUAL" • cCz•ry aaR f OR x 2' 1/2" R r--- 2' x J' OR r 4' OR r 5' r .125' Alum. ANGLE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT � L BY MEW PRODUCT CO,'IROL DIViSiON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. 97 -0322.0 ASSA / RESIDENTIAL BER17-!A ACCORDION SHUI1ER SOC.( L.vCt w`6mcv s K DM HOWARD SHUTTER COURANT NEmSERS?RP. /14 10816 SW 18th STREET. irAUC FLORm4 3.1157 MT. •• S SM.S J/16' 1 Alum. POP RNETS O 9' 0. L: Sr7au-ry lao DADE COUN7Y AS SNOwN SCALE 1/29/99 LAX 99 — J5 SHEET 5 OF 70 LOCKING 2' x2' , .125' OR J" r J' r .090' Aura TUBE POST 2' r 2' r .125' r TUBES' SIZE Aunt ANGLE (2 REQUIRED) (60CT -r5 ALLOY) MAXI dum DESIGN LW W (p•a1.) MAXIMUM SHUTTER SPAN 1' (R) 11M1MUM SFpARnncN •• TO s (;a) • w 40.0 » J 7/8' J' 810 8' -6' 3 7/8' 3' 43.0 11' -9' 17.5 r -r 3 7/8' .7. 3 7/8- r 90.0 8' -0 , 3 3/8' J 62.5 11• -7• 925 r -9' 3 3/8' J• J 7/8' 3' 95.0 r -7' 3 3/8 J 60.0 10•-5' 97.5 7 3 3/8' J' 3 7/8' 3 100.0 r -2 3 3/8' r 67.S 9' -to' 1025 r -o- J J /8 r • • r 1010 e' -10' J Jam. J' 710 1 107.5 6' -8 J 3/e 3 3 7/8' r 11 a 0 6' -7' 3 3/8' r 525 e' -9' • 1125 6' -5' 3 3/8' J' 1110 6' -J 3 J/8' J' 117.5 6 J 3/8' J' 1200 6'-0' 3 3/8' r 4 1225 5' -11' J J/8' r 1210 5' -9' .7 J/8' J 127.3 5' - 8' .7 J /8' r 130.0 5' - J J/e• r 1325 5 -5 J 348' J' 1350 3' -4' J 3 /8' J' 1173 5' -J .7 J /8' r MAXIMUM oenGN EGAD ir (p.3.1..) AWCMUM SHUTTER sPAN 1 (R) MINIMUM SEPARATION Y' TO MASS (k) • w 40.0 12' -1' J 7/8' J' 42.3 17 -1t' J 7/8' 3 43.0 11' -9' 3 7/8' J' 47.5 11' - 3 7/8- r 5a0 11' -5 3 7/8' J' 62.5 11• -7• 3 7 /B' r 55.0 10' -10' J 7/8' 3' 57.5 1 o' - 7' J 7/8' J' 60.0 10•-5' J 7/8' J 625 10' -r 3 7/8' 3 610 10' -0' J 7/8' r 67.S 9' -to' J 7 /e J' 70.0 9' - 7• J 7 /8' r 723 9' -5' J 7 /e' r 710 r -4' 3 7/8' J 77.5 9'-2' 3 7/8' r 80. o r -o' J 7 / 8 ' r 525 e' -9' J 7 /8' r MGM DESIGN LO40 IN (p.'J.) MAXIMUM SHUTTER Sp4M 1• (R) MINIMUM SEPARATION Y TO CLASS (&t.) • w 740.0. 5' J J /8' 3' 1425 5 J J /e' J' 1450 5'-0' 3 3/8' 3' 147.5 4' -11' J J/e' r ,5a0 4' -10' J 3/8' 3' 1525 4'-9' J 1/8 J' 155.0 4' 3 3 /8' J' 157.5 4 ' -7' J 3/8' J 1 60. 0 4' - 6' 3 3 / 8 ' J' 1623 4' - 3' J 3/8' J' 1610 4' - 4 • J J/8' 3' 1675 4 J 3 / 8 ' r 770.0 • 4'-r J 3/. 3' 1725 4 - 2 ' J 3 / 8 ' r 173. a t 4 J 3/8' r 177 5 4' -1 ' 3 3/8' r 180.0 e-0' . 3 3 / 8 ' J' STUTTER SPAN 1 (R) MWIIAM SEPARATION 5' LEES OR EOl1AL T74/4 8'-0' 3 3 /8' �8' -0' TO 12' -0' 3 7/8' MAXIMUM DESIGN PRESSURE RATING "W" .f. (VALID FOR SECTIONS A, A 1 & C ON SHEETS 2 & 3 OF 10). NOT. DESIGN PRESSURE RATING CORRESPONDS ONLY TO NEGATTVE PRESSURE (SUCTION) LG4 IN ,4CCORCANCE W777 ASCE 7 -88 CRITERIA FOR A GIVEN OPENING. !F NEGATIVE PRESSURE VALUES CCMPLY WITH THE REQUIRED PRESSURE FCR THE OPEN/No. THE pOSITTVE PRESSURE MU AUTOGIAT)ULLY 0I.:4UFY AND NEED NOT TO 8E CHECKED. • FOR SHUTTERS INSTALLED NhTHAC THE APST JO' -o' CLEW nON of BULLING. SEE TABLE 1 FGR MMOIVW SEPARA7 TO CUSS FPR SPANS SHORTER THAN THE MAXIMUM ALLCWEO SHCWN GN SCHEDULE » FCR S VTITRS LKSTALLED AEC4E 3O' - £LEYAPCN CF BUILDING, WtASUREo Ar B0T7CM OF SHUTTER c /2.3 2p / ThTh.MC.\ 7111!7 TES7WG ! DeOINEERINO COMPANY w0. K :: 2?7. : L � .43it 17TH PALTER A. PUJT Jr.., P. E FIORICA Ue. / 44167 ASS4 / RESIDENTIAL BERTHA ACCORDION SHUTTER WIDE M(r1CM$ I ?SI HOWARD SHUTTER COMPANY L1E7.45IuP.• /24 70816 SIV 168th STREET. M444 FLORIDA 33157 Rat u, &Jr Ott r 4 LR AS SHCWN SCALE 1/29/99 3.4 rr 99 - 35 DRAWING Na SHEET 6 Of 10 • AND CORRESPONDING MAXIMUM SPAN "L" SCHEDULE. TABLE 1: M/N1MUM SEPARATION Y BETWEE24 CLASS MO SHUTTER FOR A GNEN 98.117V7 SPAN 1' FOR SHUTTERS INSTALLED WHIN 7HC FR57 ABOVE GRACE Of A GNEN 8(.1101144 JC-0' E11YAT7ON SHALL BE MEASURED AT 90770W OF SHUTTErf SEPARATION 5' TO B£ MEASURED AS 1NO/C4TEO ON SECTION 0, SHEET 4 Or O. APPROVED AS COMPLYING W;TH THE SOUTH FLORIDA BUILDING CODE (?L 3.0 19 DAT BY PRODUCT CO Of. DIY:S:ON BUILDING COOE COMPLIANCE OFFICE ACCEPTANCE NO. - 03 22'- 04- DADE COUNTY MAXIMUM DESIGN LOAD MAXIMUM s &ITTER SPAN 1' (Ht) MINIMUM SEPARATION 5 70 CLASS (i.) • w 85.0 8' -1 J 7/8' 3 875 a' - 9• J 7/8' J' 90.0 8' -5' 13 7/8' ,j' 52.5 8' -r J 7/8' r 95.0 a' -r' J 7/8' r 97.5 7t-10' J .J/8' r 1000 r-8' J 3 /d' r 102.5 7 J J /8' r 105.0 7' -J• J J /d J' 107.5 7'-1' J J /8' J 170.0 6'-11' 1 J /a' r 172.5 6' -10' J J /a' r 1110 6' -8' J J /8' J' 117.5 6' -6' J 3/8' r 120.0 6' -s' J 3/8' 3' 122.5 r -r J J /8' r 1210 r -1• J 3/8' 3' 127.5 6' -o' J J /8' 130.0 5' -11' J 3/8' 1 1125 5' -9 J J /8' 135.0 • 5'-8. 3 J /8' 1375 s' -7' J 3/8- MAA7MuM/ DESGN LGD • W (p.LF.) MAXIMUL S &IT7fR SPAN 1 (ft) MINIMUM SiDWATIOR Y TO GLASS re.) • w 4a0 T2' -0 .1 3/8' J' 425 lr-17 3 3/8' J' 410 11' -3 J 7 /J - J' 47.5 I1' -7' 3 7/8• r 50.0 11' -5' 3 7/8' J. 525 11"-3" 3 7/8' 3• 510 11 ' -1 • 3 7/8' J+ 57.5 l0 -10' 3 7/8' r 60.0 10' -7 J 7/8' r 62.5 10'-4' J 7/8' r 55.0 10' -2' 3 7/8' 3' 67.1 10'-0' J 7/8' 3' 70.0 9' -10' J 7/8' r 725 9•-8' 3 7/8' 3' no r-6' 3 7/8' 3' 77.5 9' -4' 3 7/8' r 80.0 r-2" 1 7/8' 3' 825 r-o' 3 7/8' M4XL•M DESIGN LOAD 'east) MAX8IUU SHUTTER SPA/ "L" (ft) MN/LUM SEPARATION 'S' 70 CUSS (Tn.) • w 140.0 s' -6' .1 3/8' 3' 1421 5' -4' 3 3/8' 3' 145.0 s' -J' 3 3/8' 3' 147.3 5' -2' 3 3/8' J 150.0 S' -1' J 3 /8' 3' 152.5 5' -0' 3 3/8 r 1510 4' -11' J 3/8' 3' 157.5 4' -10' 3 3/8' 3' 160.0 4' -9' 3 3/8' 3' 162.5 4' -8' 3 3/8' 3' 1610 4' -8' J 3/8' 3' 167.5 4' -7' 3 3 /8' 3' 17010 4' -6' 3 3/8' r 1725 4' -5' 3 J/8• 3' 1710 4' 3 J/8' 3' 177.5 4' -4' 3 3/1' r 1600 4' -r 3 3 /8' 3' SHUTTER SPAN 1' (R) MINIMUM SEPARATION 'S' LEES OR EOL'4L TH4N 8'-O' 3 3/8' >a' -0' TO 12' -0' 3 7/8' . NOTE' MAXIMUM DESIGN PRESSURE RATING "W" .1. f. AND CORRESPONDING MAXIMUM SPAN ' SCHEDULE. (VALID FOR SECTION B & 81 ON SHEET 2 OF 10). DESIGN PRESSURE RATING CORRESPONDS ONLY TO NECA77VE PRESSURE (SUCTION) LOA uy ACCORDANCE WITH ASCE 7 -88 CRITERIA FOR .4 GIVEN OPENING. IF NEGATIVE PRESSURE VALUES COMPLY WITH THE REQUIRED PRESSURE FOR THE OPENING 7}!E PoSJTIVE PRESSURE WILL AUTOANTIC4LLY OL.ALIFY AND NEED NOT TO B£ CHECKED. • FOR S1U17ERS INSTALLED WRHINC NE FIRST 30' -0' ELEVATION Of BUILDING SEE URI 1 FOR MINIMUM SEPARATOR TO CLASS FOR SPANS SHORTER NAN THE WWI ALLOWED SHOWN ON SCHEDULE « FORS TIERS INSTALLED ABOVE 30' -0' ELEVA Of BU/LOiN4 MEASURED AT BOTTOM Of SHUT7F5' TABLE 1: MN/MLIW SEPARATION Y' BETWEEN GLOSS ANO SHUTTER FOR A OMEN SHUTTER SPAN 1' FOR S•NT7Ert5 AISTALLED W177.134 111E FIRST J0' - A804 GRADE Of A WWII BIM.Ar1v'G 30' -0' ELEVATION Si4LL BE MEASURED AT 80770M Of SHUTTER SEPARATOR 'S' 70 BE MEASURED AS INDICATED ON SECAGN 0. S1EFT 4 OF 10. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT •e . 19 BY PRODUCT CO ROL DIVISION BUiLDiNG COOE COMPLIANCE OFFICE ACCEPTANCE NO 77 O 4 DADE COUNTY /1T [FlNC. \ T7IL11T TISTIN0 t CNCIMEERINQ COMPANY ads ar pan R Sr. 117, WOW G40176 f1}1074 31114 Plwr nm u1 -Ii>r . F.: 0010171-1311 WALTER A. T7L1UT Jr P. C FLORCA L'G / 44157 ASSA / RESIDENTIAL BERTHA ACCORDION SHUTTER .tX r YJV■ LAIC ++snort K OM HOWARD SHUTTER COAIPANY MEIASERSILP. /24 10816 SW 188LA STREET. MLAML f10RX14 3.1117 WC r Mir AS SHOWN SCALE 1/29/99 OAT[ 99 - 35 DRAiMHG No SHEi7 7 Of 10 MAXXIMUM DESIGN UM „ L f) zno6 A Al. C ' 50:33d 4 Al. C zcod 4 i 6l WALL MOUNTING INSTALLA770N AT TOP OR 80TTCM (TO CONCRETE) NALL MOUNTING • INSTALLATION AT TOP OR BOTTOM (TO MASONRY CONCRETE) CE/UNG & FLOOR MOUNTING INSTALLATION AT TOP OR BOTTOM (TO CONCRETE) 1407E 1 haiE 2 NoTE J NGT[ 1 nor( 2 M77t .3 MOTE 1 NOTE 2 MOLE 3 FROM 40.0 TO 62.5 re 11' 9• ..- It a• i 1/2' 12' 7 5 1/2' 1r 12' 1 2' • 1/2' 5 1/2' 4 1/2' 12' 11 1 FROM 62.6 TO 75.0 12' 9 r• 11 1/7' r 1/2' r 10' r 5' 11• 12 11 1/2' ::. i' 4 1/2 4 tY 2' a' • FROM 75.1 TO 92.5 u' r 7' r 5 1/2' 5 1/2' 9• 5 - 12' 10' 10' 1 1/2' ..:,4 :-- 4 12' 7 1/2' 7 1/2" FROM 92. 6 TO 120.0 1 1/2" r - - 7' 5 1/2' , - r 5' - 12• 10' - • .' e 4' - 9 1/2 7 1/2' - FROM 1201 TO 180.0 o--- r r - 5 w 5 1/2 - 5' 5' - 10' 10' - ' 4' 4 - 7 1/r 7 1/s' - L4M4C 'WAIN TAPCON OR RAWL CALK -IN ANCHOR SPACING LEGEND MAX /MUM DESIGN PRESSURE RATING ' (p. s. f.) AND CORRESPONDING MAXIMUM ANCHOR SPACING (In.) SCHEDULE. + NOTES ON ANCHOR SPACING SCHEDULE + SEE SHEETS 9 & 10 OF 10 FOR ANCHORS TYPE SPACING FOR INSTALLATIONS INTO W000 FRAME BUILDINGS . : MAXIMUM ANCHOR SPACINGS ARE VAUO FOR 3 1/2' EDGE DISTANCE FOR E 0. LESS THAN 3 1/2. REDUCE ANCHOR SPACING Sr MUL77PLMNG SPACINGS SHOWN ON SCHEDULE 8Y 1HE FOl11JWLVG FACTORS (Mitt E D. FOR RAWL CALK-IN iS 2 f/2 y j » r ACTUAL E D.= EDGE DISTANCE 3' 2 1/2' 2' ANCla SPACING IEGE40 (1) Max. ANCHOR SPCC. VALID FOR SPANS OF 5' -0' OR LESS. (2) Max. ANCHOR SPCG. VALID FOR SPANS GREATER THAN 5' -O' TO 8' -6 (3) Max. ANCHOR SPCC. VALID FOR SPANS GREATER THAN 8' -6' TO Max. ALLOWED. rAPCAN / ZA.ANC NAIUN .86 .71 .50 FACTOR Rot GI-?l .75 .50 ¶� L;3 • //9 ¶ [F1M. \ TILLJT =TWO t LNOINEIRINO COMPANY {900 Kt Jags. A D T I IS?0. F 44C Sr AI p.*. L .I WALITR A. nu Jr Jr. P. E F1 GAZA Lie / 44167 ASSA / RESIDENTIAL BERTHA ACCORDION SHUTTER sx>,r x,1Nc cw HOWARD SHUTTER COMPANY M est:AS lLP• /24 10816 S)V 18dtn 5 ixUf.. A1N114 FLORIN 33157 .a¢ r M3ra.:a1 APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATE_ : '' /� BY ff !r PRODUCT Co ROL DIVISION BUILDING COOE COMPLIANCE OFFICE CCEPIANCE N0.97 03 22.oq - lb f :ann0 CADE COUNTY AS SHCWN SCALE 1/29/99 DATE 99 — 35 OR4W7NG NO SHEET 8 OF 10 ALTERNATIVE 1 INSTALLATION DETAILS ON EXISTING WOOD BUILDINGS Imo: 1. INSTALLATIONS ARE ONLY VALIO FOR INSTALLATIONS WITH DESIGN MD LOADS LESS OR EQUAL rHAN 75 p.s.f. AND 9 -0" Max. SHUTTER Sp,IK 2. FOR NEW WOOD FRAME CONSTRUCTION: WOOD MEMBERS To BE SOUTHERN PINE No. 2, W/ SPECIFIC DENSITY OF 0.55 OR EQUAL. 1 s' •-MYJI' -pAt roc: B0L NvT 1 WASHER • it • a t: HEADER REQUIRED SEE SCHEDULE Fp4 ----• fcn SCRARATVN r T17 CLASS of EGSTC WINDOW OR S G ALTERNATIVE 2 Tt[11T TES Pla * ENGINEERING COMPANY WO Ki .,IIR R. 9. Itf, M10M G.K704 40/a04 .U1u "era : ( )l71 -16,0 . fig : (Xd47t - 1111 WALTER A. TTLUT h.. P. E: FLOR/G be. / 44167 MOTE foR CO+ftBNN7 V OF SEC1>GWS : WALL /FLOOR /CEILING MOUNTING SECTIONS CAN BE COMBINED IN ANY WAY TO SUIT ANY INSTALL4T>0N 0 -[...... CLASS or cosmic WINDOW OR s G a / 14,y4'1 S SAS • d 0: c ALTERNATIVE 3 w a 7 > a(i. 1' , 4 , 1/Q' (Mn) 606J -13 Min 1t4 (Coot) 1/ (2) 1 /s' • , 4 LAO SCREWS • EActi SNO (1•C001N or 9110) .wo w/ 2' fin. Pfot776 0.4 N1O Cc:M.4 slva APPROVED AS COMPLYING Win THE SOUTH FLORIDA BUILDING CODE DAT BY PRODUCT COKT•OL DIVIS.ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO ?7 - 03 22.O ASS4 / RESIDENTIAL BERTHA ACCORDION SHUTTER sroir LOS nt371an7 K GM HOWARD SHUTTER COMPANY LELBERSHIP: /24 10816 SW 186th STREET. 1.144141. FLORIDA 33157 a.T ACK r 1 4T DADE COUNTY AS SHOWN SOLE 1/29/99 99 — 35 DRAWING No SHEET 9 04• 10 1/4' to LAC SORES I d a G w/ 1 1/2' Ii& PC4 R4n04 TO EXA7INC *COO HMS? , 11 11 11 11 u /70,2'11 LONG / NYLGY 9VS (r, . 10P, fvrrin WALL MOUNTING INSTALLATION SECTIONS A sC.4Lr: 1/4' INSTALLATION DETAILS ON EXISTING WOOD BUILDINGS aA5S OF EVS7LNG i•rcaW OR S a a / 14 s J /4' S S KS1raa ALTERNATIVE 4 / 10•i /4 - S. S SrLS OR 3/16' • Nun PCP RT•ETS • 11• a a 110•J'SSSY S W/ 7/1•• • • 7/8' LLric NYLON 8U94ha (Tin 80 1 1 10,J /4 S S K S OR .j/16• • Nun POP R't471 • 11' 0. C. 1/4 4-20 • J /4' PAN HEAD PINUPS BOLTS w/ MIT t WAINER • 12' a a 1.500 r' • 4' x 1,18 (live 000.1-T3 .Win TUBE (Cot.) 0/ (2) 1/4' • r4 LONG LAG SO4C S 0 GAOV SILO (401■40TN OF SRC) NO w/ 2' LGn. PE•ETRATION PRO Da57114 s1t a WALL MOUNTING INSTALLATION — SECTION A SCALE: 1/4' = 1 ' .Coo TRUSSES OR RAFTER • 24' a a ROWED / 14 , 3 /4' S S S Y •6 CI. G "— FOR 114. SEPAJAIXN TO GLASS OF CaSITE4 ALTFRnx7E FA$7F]ER LOCATION ---- / 10s1/4'11 I S CR 3/76' ! Ahrt POP RIVETS 1 11' a a-, DING & FLOOR MOUNTING INSTALL477ON - ShtG770N SCALE: 1/4' = 1' ' s 1/' (.) m T5 Alu Tv (1) scRf/o/6 f OR 7RV5S LOCATE Y ATC1N,000 W LGt NO NAL M?q) n PE7 o0O0 TUS RAFTER • I 74 a a RARED uOUNTP SECTS CAN MY TO SUIT Ate WSTALL4711L / 14 s 3/4- S SY • 4' � -- T1L1IT 7ESO * ENEFR1NO COMPANY &, Kt J st. Aa 117. .wJ PILtG ]JIM ry : posan isx . F 4LTR A. TAUT Jr. P. E ILORC4 Lie / 44167 FR arl SEPATIO SASS OF £D35724 r*MOW OP S / 14 s 3/4 s 2s 1/a Nun ANGLE Ct. (606-T6 ALLOo� - Ardougnoraraime prawn �1 1. Al:w_ 11 1I u 1/4 ! ELOO FEWLE ,.x • AWL A4TE w/ r 7 /a' HIn. -Z PENmRA1av ` 6• a CITING & FLOOR MOUNTING INTALLl77ON - 5 TION Bl SCALE :: 1/4' ASS4 / RESIDENTl4L BERTHA ACCORDION SHUTTER 4 u cs>�na ¢ Mv K HOWARD SHUTTER COMPANY ADZEI£RSHIP: /24 10616 SA' 168th STEET 4 6 FLORIA u 11 J t • s 4 s 1/a' (1n.) 606.-13 Alum TL 5 0/ (2) 16' 14-4' LONG • LAG 10 EAU4 AFTER OR TRUSS LOCATE N EWS AT 461.10 Lr ,000 (1 K4.1. NOWAK MTN) 1/ 2' IS% Aht•YC s T P Iry (NIEROR) / 10sYSSSKS W/ 7/16 0 s 7/a L0+ TTP tCP BO� (U7 ) BOTTO /10 xJ /4'SSSYS • 72 _ a I s 61 DECK POURED FINISH ALLOWED) APPROVED AS COMPLYING WITH THE SOUTH FLORI. BUILDING CODE DAT ' BT PRODUCT CO ROL DIV!S.ON BUILDhNG CODE COMPLIANCE OFFICE ACCEPTANCE N0. 9 - 03 22 . • s n. our s • DADE COUNTY AS SHCWN 1/29/99 99 -.3 DRAWING N SN£E1 10 Of 1 NOTE : COMBIAED IN Mir N 1. WTALL4 144W y 1 IUR aysrALiAThS !METH DESXW »Y Lw LR mo 9'-0 S1UTTFR SF�V�L 2. FOR NE GaMSTFff�77gm MC)Oi0 aYL . TD =NEW am' L7ONS(ry OF Q 5,3 QR MIL. 1 / s 4 OC J- 01 -LAG RAFTER =WAS w/ 1' 10 2YS S S M S 7/ I • 5/8' LONG 81 a (rye ICP INTERr,R), S w / 7 / 1 Q o • s LONG NYLON BLe4r•: s TOP earrog Erma 110,J/4'111AI OR 3/1e • AA.rn POP RIVETS 112' a Y • 6' WC00 DEOC REQUIRED (NO FLASH ALLOWED) 1/4' • LAG SCRE1vS w/ 1 1/1. 1Grt PENE7RAT7OV •a a