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PLANSDale N 18196S ‘ 6 -/ Zx # l So, /one CSI - = W(11..`)(!?)/ 10 = (90)( 1 0 AXIG I roy-ce = P= ‘22 . 0 2 s __ (M( f c) 66c.) (Z)( rb)(inc ( )? 70 ° c + 3080 1 n -! h s (5 "89)03so) (1. 33 (3.56)(/6,00)(1,33) 0 59 3 - 1 - L / 0 6 3 O&r O ,, -I 2.57 3.22 5 Plata 5-4.5 4.50 1 7.07 • 9.00" 33 Plata 3 -4.5 39 Plate 11.6 04 Pluto 4 -3.6 11.6 (7 Plata 7 -4.5 1.6 9-7.2 64.8 3 -5.4 13.9 0J.TISPIKE SIZES 4 -4.5 14.5 24.3 36.2 9 -9.9 3-6.3 16.2 5-5.4 5-6.3 28.4 7 -5.4 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 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 70.0 106.1 9 -16.2 145.8 3 -9.9 25.4 5 -9.9 44.5 4 -9.9 VIKING CONNECTORS, INC. 31.9 3 -10.6 3 -12.6 27.8 5-12.6 56.7 1.8 71-32 (horiz. ewe aro MIFF vertical steps aro 1.93 except whore ,hewn). .643" 4.5" .663" ....� --�••_ 1.6" 5T -21 (horiz. ,teps aro 17179 vortical step, aro 1.266" except Oar, ,hewn). 4 -12.6 72.4 40.5 5-14.4 64.8 2.7 "_ I I� 0 9" 2.57r L II 9.2 11.285" 1.265" 3 -14.4 37.0 4 -14.4 r 4.5" 3T -10 31 -12 46.4 5-16.0 81.0 3.6° 4 I 0.9" (11.6 H 11.265° I I+ 5.4° 64" 5.4" 1.6" 2 -5 Aroa7 7..6111 64" • • • • 1 -5/16" - - 1 -7/8" for 5 -6.3 2 -1/4" for 5T -21 1 -1/2" EQUAL era • C0 1-.0 p H r. P- US 0 C1' p cr N H 0 ct Q1 H m H 0 0 VI A CO ONG NECTORS 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 2x4 Top Chord 34' - 8r 321 - 4" 29' -8" 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 3 - 34' - 8" 34' - 8" LUMBER Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. 1200f Ind Hemlock Fir 2x4 Top Chord 2x4 Btm.Chord e .N tai H O ao m0 d a Cn R) Cfi ICD 0 o m o 0 ': m kri r Phone AC -305 566 -5471 The VIKING Truss Fabricator must furnish a copy of thir 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 Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each Joint. IITIBEN of the same sreciea with equal or greater stress values may be substituted. FABRICnTIb1Lumber must be accurately cut and fitted together so that all members at each Joint are in anuE contact egg the joints. Plate centerlines shall coincide with Joint centerlines or shall be located by circles unless otherwise- Tmensioned. 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 b" bearing widths, permitting a maximum overall span increase of 4 ". LATERAL BRACINI: Thir truss has been designed assuming the top chord is laterally braced at intervals not exceeding 5' - 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 2X3 or 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. Symmetrical about centerline. 5 - 6.3 to 34' -8" 5T -21 to 30' -8" BUTT JOINT 5 -9.0 to 34' -8" 5 -8.1 to 28' -8" CAMBER BOTTOM CHORD 1/2" AT CENTER. ALTERNATE JOINT 5 - 6.3 to 34' - 8" 5 - 5. 4 to 28' - 8" 3-4 • NOTE: Hemlock to be W.C. Hemloc 12 e Symmetrical about centerline. 3 590## 1,2 k. r 1300f#C I 590# c � #C 4950#T 1300#T 3 - 4 .5 to 34' -8" 3T -10 to 32' -8" 5 10 6100#T 350#T 34' -0" Clear span 5 6 FORCE DIAGRAM r 1200#C 640# b 62 70 a Equal areas DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 3 4 33 - 1/3% unit a stress increase R =1870# 3 -14.4 to 34' -8" 3 -12.6 to 34'-4" 3 -10.8 to 29'-4" Du;: 4 v m Date June 1, 1965 Min _ Connect ore Inc. DV/ ._ Copyright 1965 HIP_ #1 Hip #1 3T -10 3 -8.1 for 2.5 & over 3 -9.0 for 2.0 3 -9.9 for 1.5 3-6.3 for 1.5 x 3 -5.4 for 2.0 3 -4.5 for 2.5 & over 17 x HIP JACK Bevel edges & attach to ip truss with 3 "X8" nailplete et top & (3) 16d nails in bottom chord (see detail below for top chord attachment) Attach End Jeck to Hip 41 - with (3) 16d nails at top & (2) 16d nails C bottom u Top View 7' -0" END JACK Hip Jack TOP CHORD HIP JACK ATTACHMENTS HIP #1 (members 2X6 Ledger 3 "X8" Neil plate End Jeck (Top Chord attached with (3) 16d toe nails) HIP JACK FRAMING 2;4 A, 2x6 TOP CHORDS as required 1 2X6 Ledger 5' -0" Corner Jeck 7' 0" End Jock 0 2' -0" a.c. 3' -0" Corner Jock 1' -0" Corner Jock 2X4 or 2X3 #1 materiel 3 -5.4 for 2. 6 over 3 -6.3 for 2.0 3 -7.2 for 1.5 NOTE: GXofter to structurally adequate for all end Jacks, however larger sizes are generally used to match top chord size of standard truss.. If 2X6 or greater, use #1 So. Pine, Const. Fi or Const. Hemlock. 2X6 Ledger beveled an top 8 attached to Hip truss with (4) 16d nails et each trues member in contact with ledger 8 1/2" die. bolts 8 panel points. (by builder). Toe nail to plate A (//-- (//with (3) 16d nails. 3 -5.4 If neceooery, bend plate over top of Hip Jack. end line 3 "X8" nail plate et 45 1 1/: bend. Attach with 12 nails (6 each side of bend) & 2 nails et bend. Hip Jack Hip #1 Side View (Endjeck . 8 ledger not shown) TAe nail to i late with (3) 16d nails Bevel edges & toe nail to - plate 8 to Hip Jeck with (2) 16d nails TYPICAL TIE DOWN 7' °0" SETBACK 1' -0" Corner Jack Bevel edges E. attach to Hip Jack with (2) 16d nails top & bottom. 3 -5.4 2 -5 3' -0" CORNER JACK Bevel edges & attach to Hip Jack with (2) 16d nails top 8 bottom. 5' -0" CORNER JACK To null to plate with (2) 16d nails. 3 -5.4 LUMBER 2' -0" 2' -0" 2' -D" 1' -0" 8d nail Toe nail to plute with (2) 16d nails. All lumber shall be 2X4 #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock, except where shown. _ 1 /8" X 1" Anchor strap A bent aver top chord y builder) r 0 Ml i c- U 4 , "a UN 0 .0 utylo D JAC (eat) pitch And "pun 7 pc. 55 (2X4 1) (2X6 T.C,,; c b Pi Pi w x K\ W 0 o Q:P 0 u z z 0 u z C7 LIGHT ROOFING HEAVY ROOFING Asphalt shingles Sheet Metal Aluminum, etc. Slate, Barrel tile, Cement Tile, Terre Cotta, etc. Copyright 1965 Viking Connectors, Inc. All vertical webs opaced 2' -0" o.c. 5T -21 to 30' -8" 5-6.3 over 30' -8" 5T -21 to 30' -B" 5-6.3 over 30' -8" WITH OUTLOOKERS Sheathing Date June 1, 1965 Dwg . # 8' -O" Max for 2X4 Toe Chord 12' -0" Mex. for 2X6 Top Chord 16d neile 1 -5 /B" 2X4 lateral brace required when length of center vertical member ex- ceeds 6' -6". End Well -- r. ROTE: 6 dimension must lot be leron than A dim-nsinn. 6' -6° Max. All vortical webs spaced 2' -0" o.c. 1 Gable End Details WITH OUTLOOKERS hove the acme lumber end plate requirements as Gable Ends WITHOUT OUTLOOKERS (above) except es detailed below. WITHOUT OUTLOOKERS 6 -5.4 1 -1/4" Z -5 (typical) 11 TRUSS SPAN 6.2X4 #1 Southern Pine 1500f Ind. Fir Dimension "A "(to be equal or larger or 1500f Ind.Hemlock 2' -0" to 6' -0" Dimension "B" 3'- 0 "Mex.(Lt.Roofing) 2'- 6 "Mex.(Hvy.Roofing Gable End ath or furring otrips Dimension "B" 4 4' -0" Mrnn,.G t.Rnafinol. 3' -6" Mex.(Hvy.Roofing) Gable End End Wall Dimension "A " 4' -0" to 6' -0" 1 5Qt Neilers between members } \4 4TLath or furring strips Vent Space ) All vertical wabe spaced 2' -0" o.c. 12 Pitch to match truce ELEVATION OF HEEL Outlooker (Single D 2' -0" o.c.jETAIL WITH OUTLOOKERS nails & framing for each outlooker up trusses Dim. "A" is over 2' -0 ". . - Sheathing Outlooker(single @ 2' -0" o.c.) W 2X6 #1 So. Pine, Const.1 Fir, or Go st. Hemlock 16d nails & framing clip for each outlooker ouble Trusses GABLE END DETAILS 5 -5.4 to 30' -8" 5-6.3 over 30' -B" Heel Detail '/ 4 7/7 /// / jam/ / / /ice 2' -0" o.c. For Single Outlookero 4' -0" o.c. For Double Outlookcrs Gable & Truso TRUSS SPAN LUMBER All lumber shell be minimum, #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. TOP CHORD shell be 2X4 minimum. BOTTOM CHORD shell be 2X3 minimum. Webs oholl be 2X3 minimum. PLATES- VIKING Connector Ploteo are 20 gouge galvanized steel and applied to both feces of each truss et each joint. 1" Nominal oheething or 5/8" plywood trusses 8 1' -3 "Max. OVERHANG WITHOUT 0UTL00KER (Typical Section) Outlooker(s) 3 -7.2 5 -8.1 Plate // /� // /// SPECIFICATION FOR 2' -0" c.c. 3 -7.2 Gable End 3 7 2 Loth or furring strips ' @ 16" o.c. or 24" o.c 1X3 or 1X4 @ 2' -0" o.c. and running in the same direction as the truss bottom chords. Continuous nailer. ALTERNATE CEILING FRAMING 0 0 0 U D GAB /(5 0 r m m ro u o o d d • 0 K m K\ I-I 0 a. • d v W 0 • co a LIN 4. tr, 0 • 0 r u z / 4t D - 1/I9 - 2 -S - 28 - 5S Do.° +e I )c. / /96.S 2.5)° 3.22° 03 Plots 3-4.5 04 Piote 4 -3.6 Piet* 4.50° 7.07° 9.00° 69 Plato 11.6 11.6 5-4.5 �1 47 Plato 7-4.5 31.8 9 -7.2 Pa.nc0 d - 3, 'x -/ 'e[ So. Roe. 64.8 CSC 3 -5.4 13.9 5-5.4 NNLTISPIKE SIZES 4 -4.5 Ni = w t_L /. 9 = (90)(12)(s,52Y'/ 9 = 346o -i6s 114.5 24.3 7 -5.4 38.2 Ax%0.9 Mme= Sloottc 9 -9.9 0.994 3-6.3 16.2 5-6.3 28.4 7 -6.3 89.1 4 -5.4 17.4 44.5 3 -7.2 (4)( ‘2:)("•)c.) (Z) (f6)( inc.) 57o!, "C 3660 I.1 - /¢¢S (5 3 S0) Ci" 33) C3.54)0500) ( 0).$ 18.5 5-7.2 32.4 9 -12.6 0,(482 o, S /2 7 -9.9 113.4 3-8.1 3 -9.0 20.8 4 -6.3 20.3 5-8.1 70.0 36.4 9 -16.2 7 -15.3 23.1 5-9.0 4 -8.1 26.1 40.5 108.1 145.8 3 -9.9 25.4 5-9.9 4 -9.9 44.5 VI9ING CQNNECTORS, INC. 3 -10.8 [27.8 1 31.9 5-12.6 56.7 1.29• 1 " -- � -- 7T -32 (hertz. steps ere EM vertical steps ere 1.93° except where ehewn). 7.2" .643" ,t 5T -21 (horiz. steps ere 1Tend vertical steps ere 1.286° except where shown). 40.5 4 -12.6 3 -12.6 32.4 5-14.4 64.8 2.7" 3 -14.4 37.0 2.57.1-42 I "I ff - H I 4.5" „'I I 30-10 4 -14.4 5 - 18 .0 81.0 09" 1.285° 3.6" I 0.9" 571.6 H 1.285" 1.285" 1 5.4" a 3T_12 64" 1.8" 5.4" 1.8" 2 -5 Aree:7fiin' 46.4 • • 9 • • The VIKING Truce Fabricator muot furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provislono of the "National Design tprcification for Stress -Grade Lumber and Ito Fastenings" by National Lumber Manufacturers A.noclation; and "Dosigr Specification" for Light Metal Plate Connected Wood Trusses" by Truon Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each o n . P�'SS`.12r orErrTroce clecleo with equal or greater stress values may be oubotituted. FABRICAT:b:t Lumber Bust be accurately cut and fitted togetcer so that all aenbern at each (dint are n one u� eo ntect T g the jointo. Plato centerlines shall coincide with joint centerlines cr shall be located by circled unless otherwise OVERALL SPAN:; are based on nominal 4 " bearing widths and may be increased by ao nucb no 4" of each wider bearing when using nominal 8" bearing widths, permitting n maximum overall open incroaoo of 8 °. LATERAL BRACING: This truce has been denigood accusing the top chord is laterally braced at intercEls not exceeding 3' -0" o.c. VIKING COh:;OTORS, INC., beard no rooponoibility for the erection of truoses in accordance with thiu design. Persons using csch truece. are cautioned to 000:r prefcaaim:al advice .n r lorr. to safety rreecutionr dark^ erection, proper bundling, te_porary bracing and per =nnont brcc1n. uLich be required in c applic ntionc vOTE: 1962 N.D.S. edition. NOTE: All crab members shall be 214 #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. NOTE: Maximum of one (1) Butt Joint "A" or two (2) Butt Joints "B" permitted in bottom chord. Symmetrical about centerline. 3 -5. BUTT JOINT A (2) 3 - ° s C. (1) 5 -8.1 1/8" 1' ALTERNATE JOINT B 3 -9. -21 BUTT JOINT B 1 2 4 -9.0 • LUMBER 2x4 2x4 1 LUMBER 2x4 2x4 Max. Overall Spans Top Chord Btm.ChordLMax. Overall Spans Top Chord Btm.Chord µ c 01 Dense So. Pine i )I#2 K.D. So. Pine 1 )6 it o 1. O � Im #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock fi #1 Southern Pine 29' -4" 29` -4 1500f Ira Doug, 29 - -0u 29:.' .(1500f Ind. Hemlock ~T 1 28 ° -O" 29° -4" NOTE: Hemlock to bo N.C. Hemlock. Symmetrical about centerline cra11o1 12 e 610# d 515# 5100#C 2.5 4 CAMBER TOP & BOTTOM CHORDS 1/2" AT CENTER 6000#T 9° -0 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 28 ° -8" Clear span 3T -10 #2 Southern Pine 1 1200f Ind. Dour. Fir 1200f Ind. Hemlock 55 I. c 48y} b Ceiling 10 psf "' 2700 Total 5` psf 1 t 0pec b 33 -1/3% unit a stress increase 6260#T FORCE DIAGJ0 R 3 -12.6 DESIGN LOADING Equal areas . • Phone AC -305 566 -5471 {/c i Q . NI // - 2 S - 29- sS 83 Plate x 3-4.5 2.57 " I 111.6 #4 Plata 4 -3.6 3.22• Plata 4.50° 7.07" 9.00" 11.6 87 Plata 7-4.5 31.8 89 Pieta 9-7.2 Po-r,c / 6- / 64.8 C SI 3 -5.4 13.9 14.5 38.2 2, q #1So. ? , nb M = WI L'"/ 9 = M0)(4. 8S)'(/ 2 In -Ibs 9 -9.9 Ax)a.l rorce = P1 4,300 tic. KIILTISPIKE SIZES 3-6.3 3 -7.2 3-8.1 3 -9.0 23.1 16.2 38.4 69.1 44.5 18.5 17.4 J P (A) (4 )(Inc.) 5-4.5 5-5.4 5-6.3 5-7.2 5-8.1 5-9.0 32.4 9 -12.6 113.4 lo3QQ ?R ?D ,,) - / (s•89)(i35o)(/ (3.56') 0500)0, 33) 0. 59S 0.99/ 70.0 20.8 4 -4.5 4 -5.4 4 -6.3 4 -8.1 20.3 36.4 7 -5.4 7 -6.3 7 -9.9 7 -15.3 9 -16.2 26.1 40.5 108.1 145.8 : thine / /963 - 0. 396 3 -9.9 25.4 5-9.9 f 4 -9.9 44.5 VIKING CONNECTORS, INC. 3 -10.8 31.9 27.8 5-12.6 56.7 1.8 " 7T - 32 (hariz. step. ere )-end vertical step. era 1.93" except where shown). M I_ 7.2" r .643" 4.5 .647" T 1.8 ggT -2�1� (h.rir. .t ere H:4�end vertical .tape era 1.286" except where ehawn). (2)( 4 -12.6 3 -12.6 32.4 40.5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 66.6 5-18.0 81.0 r - 0 9" r I f 2.57" I I - J1.9I 1.29" 9.2 1.285" J 1 7.07" 4 . 5 " 3T_10 ..I I 0.9" 1. 16 1.285° 1.285" I � 5.4" i FF I�� 3T-12 5.4" j 1.8" N reaR"?61n 4 • • • The VIKING Truss Fabricator must furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing hao 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 Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each ,joint. LITIBER of the same oracles with equal or greater stress values may be substituted. FABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are n sn ug con tact T g the joints. Plate centerlines ehall coincide with joint centerlines or shall be located by circles unleee otherwise — aTmeneioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much ao 4" at each wider bearing when using nominal 8" bearing widths, permitting o maximum overall open increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord in laterally braced at intervals not exceeding 3' - o.c. VIKING CONNECTORS, INC., bears no reaponoibility for the erection of trusses in accordance with this design. Persona using ouch truoaeo are cautioned to neck profesoionol advice in regard to oafoty precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applicationa.NOTE: 1962 N.D.S. edition. NOTE: All web members shall be 2X4-#1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. NOTE: Maximum of one (1) Butt Joint "A" or two (2) Butt Joints "B" permitted in bottom chord. Symmetrical about centerline. VI K • 3 -5. 2' -0" Maximum r from center- line. Block BUTT JOINT A 5 -7.2 } 1/8" 3 -9.0 ALTERNATE JOINT B 5T -21 BUTT JOINT B 1 5 -9.0 ONG CONNECTORS CAMBER BOTTOM CHORD 1/2" AT CENTER. • L U M B E R Max. Overall S ens #1 Dense So. Pine #1 B.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock ##1 Southern Pine 1500f Ind. Doug. Fir 00f Ind. Hemlock 2.5 Symmetrical about centerline. 11 -0" 3T -10 2x4 Top Chord 30' -O" 24°- NOTE: Hemlock to be U.C. Hemlock. 420# d 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 4 0'; C 517O#T f 3 0' - 0" 30' -0" 30' -0" #2 Southern Pine 3 500##C c 595# 325# 4 , i.500# °p#C a 2 6160#T 29'-4" Clear span 4 2 LUMBER 2x4 Max. Overall Spans Top Chord #2 K.D. So. Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock b 3 n m FORCE DIAGRAM ■ " 3 -12.6 • R d c R =1610# b a Equal areas 2x4 Btm.Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 -1/3% unit stress increase Phone AC -305 566 -5471 lc, 4 -la 13 2.5 - 31 -S5; P an". I ne. - C, C - M = W LZ../ 8 = (90)02)( 6.34)" .8 ' 3 »Ga0 in Ibs Axial co r c= P= 4 £3BO C (A) ( Fc )Cinc. i (E) C a b) (Inc.) NR,gM . (J. 89)(1350)(1.335 O.4C91 4 O.Syj I. o 2x tk. I So. 1 f 3 844 i �4s (3.5(0( I TOO) C1.33) 2.57 3.22° P ate 4.50° 7.07° 9.00° 83 Plate 3-4.5 89 Plate 111.6 84 Plate 4 -3.6 5-4.5 87 Plata 7-4.5 31.8 9-7.2 66.8 3 -5.4 113.9 5-5.4 7 -5.4 MUITISPIME SIZES 4 -4.5 1 38.2 9-9.9 3-6.3 16.2 5-6.3 28.4 7 -6.3 89.1 4 -5.4 44.5 3 -7.2 18.5 17.4 5-7.2 9 -12.6 7 -9.9 70.0 113.4 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 20.8 120.3 36.4 108.1 9 -16.2 145.8 3 -9.9 29.4 5-9.9 4 -9.9 44.5 VIKING CONNECTORS, INC. 31.9 k 7.2° I 3 -10.8 3 -12.6 27.8 5-12.6 56.7 1.29" t 1,29° 77-72 (Sariz. steps ere end vertical etepe era 1.93" except where ehawn). 7.07" 1 .643" 4 t 5 . .63" 1.8" (Sariz. steps ere end vertical steps ere 1.286° except where shown). 4 -12.6 40.5 32.4 5-14.4 64.8 3 -14.4 37.0 1 I rr 4.5" 3T_10 111 4 -14.4 46.4 5-18 81.0 2.7" 0 9" 2.57° I f I 9 1.285" 3.6" I I 0.9" 11.285" 1.285" 5.4" .1 3T-12 7 64 "_..µms I 5.4' + T 1.8" Z -5 Area Man 64" 4 • • e ##1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock ##1 Southern Pine 31' -8" 31' -8" 1 OOf Ind. Dour. Fir 31'-4" 31' -8" #2 K.D. So. Pine ##2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock 1500f Ind. Hemlock 28'-4" 31' -8" 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 Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each trues at each joint. m rawa of the same species with equal or greater stress values may be substituted. FABHIC.IT:6Lumber must be accurately cut and fitted together so that all members at each joint are in snug contac a ong the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise 31¢7ensioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by an much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of R ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at intervals not exceeding 3' -0" e.c. VIKING CONNECTORS, INC., bears no responsibility for the orection of trusses in accordance with this design. Persona using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which ray be required in specific applications. Parallel NOTE: All web members shall be 2X4 #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. NOTE: 1962 N. D.S. edition. , — 1- 5/16" 5 -9.0 ALTERNATE BUTT JOINT B Symmetrical about centerline except for center panel. 5 -6.3 1 -5/16 NOTE: Maximum of one Butt Joint A or two Butt Joints B & C permitted in bottom chord. 12 5 - 9.0 ALTERNATE BUTT JOINT C VIKONG CONNECTORS 2.5 Equal spaces • LUMBER Max Overall Spans NOTE: Hemlock to be W.C. Hemlock. e 510# 4880#C 00. 60 Symmetrical about centerline. 2x4 Top Chord CAMBER BOTTOM CHORD 5/8" AT CENTER. 1435 N.E. 13th Avenue Foi't Lauderdale, Florida, 33304 2x4 Btm.Chord Clear 4 80##T 5900#T EQUAL s f 31' -0" 4 5 d 4 25# FORCE DIAGRAM M PT7 L U M B E R Max. Overall Spans 300#T SPACES 1 6 490## b 6840#T span '9.. N 280# a R 2x4 Top Chord • 2x4 Btm.Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 unit stress increase R =1705# Equal areas 40 P.0 'i' hi p ei • w 01 0' p rh m 0 0l h\fl O m H 0 vrt$ Lt C00 COO db N Co 1 CO o10 o CO o cI H O 10 N. m ti H 1- w ssi r 1 Phone AC -305 566 -5471 3.22° I 7.07• • 9.0° F/e# D- 7NI- 2.5 - 28 -55 0I /) CSI = 03 Plate 3-4.5 2.57° 131.6 1 54 Plate 4 -3.6 69 Plate Li.61 111 C 4.50 07 Plato 7-4.5 1.6 9-7.2 64.0 MI el me IN it eqI M = (W)(r)( /6/ 9 = (/95)(7, 33)`(/z)/ 9 = /S!000 in: /6s, F' = Ax Jo, I -Force z 3-5.4 113.9 5-5.4 4 -4.5 124 3 1 7 -5.4 38.2 17 250*C /y, 000 i /6s (z)(a93)0350)(133) (2)(8./9)0600)( /. KULTISPIKE SIZES 114.5 9-9.9 3-6.3 116.2 1 5-6.3 7-6.3 89.1 p M (0)(4)6c)(Inc'.) (0)(e)(I" 6) <Inc.) 117.4 1 44.9 7 i 0 _ (5'„) = 618 "x % = 3, y,,/ (v-'-q") (SS Psi) = 23 8 Plc - Top Cho►c1 (r /a/ Sec 7 ioh)_(yS7SS)(Z38) 8o44orri Chord = y3 Pl? 0.5310 7s Q, 4o1 D. 3 3-7.2 118.5 1 132.4 9-12.6 113.4 _2)(6 # / So. ?I 7 -9.9 3-8.1 4-5.4 4-6.3 1 20.3 5-7.2 5-8.1 70.0 120.8 1 36.4 7 -15.3 3-9.0 1 23.1 26.1 5-9 4-8.1 L.9 108.1 9 -16.2 145.8 7, 050 �C 3-9.9 1 25.4 5-9.9 1.29• 4 -9.9 44.5 131.9 7.2° 31.9 .2g• { 7.2° Dalte: Dec.�81.96S L 2 Merbe VIKING CONNECTORS, INC. 3-10.8 27.8 5-12.6 1 56.7 7. 1.8•- - 1 2 (hcriz. .tape ere ere 1.93• except end where 5t090 ept 46610 eha4n). .643" 4t5" • 3• 1.8 r-21 (hprz i. .tope ere enc c0 e p ticel etepe are 1.286. except where shown). 4 -12.6 3 -12.6 1 32.4 140.5 5-14.4 64.8 3 -14.4 137.0 4 -14.4 146.4 5-18.0 181.0 2.7° ���jjj����''''IIp g• 2.57_ t_ 2 II 9.2 L i 1.285° 4.5• `7 7-10 3.6. 1 I 0.9" 1- 1 111.6 1.285° 1.285• 5.4• j T -12 d 1. 5.4• d 1.B• Z -5 p re. ' 4.61n �64" The 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 provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; and "Design Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each joint. LLTIBER of the same species with equal or greater stress values may be substituted. FABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are in snug contact the joints. Plate centerlines shall coincide with joint centerlines or ahall be located by circles unless otherwise3Tnsioned. 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 intervals not exceeding 3' -0" 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. LUMBER A- #1 Southern Pine. B- #1 Southern Pine, 1500£ Industrial Fir, or 1500£ Industrial Hemlock. NOTE: Web members shall be 2X4B. NOTE: Unit shall consist of two (2) trusses. Each truss shall have VIKING CONNECTOR Plates on each face of each joint shown. Unit shall be attached together with 12d nails at 12" o.c. Symmetrical about centerline. VI f 3-4.5 BUTT JOINT 7 -15.3 &(2)3 -4.5's INC — 1/8" CO CAMBER TOP AND BOTTOM CHORDS 5/8" AT CENTER. NECTORS 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- d Symmetrical about centerline. 2x6 Top Chord 29' - 0" 27' -8" - c 1750# 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 29' -0 12 17,250#C 1.2 168 FORCE DIAGRAM 7' -0" Set Back LUMBER 2x6 Max. Overall Spans Top Chord 1500f Ind. Doug. Fir 1500f Ind Hemlock #2 B.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1750#C 1200f Ind. Doug. Fir 1200f Ind. Hemlock 4 ///3 1 12.530#C e 12,300#T 5000#T 28'-4" Clear enan Ic U y e c b a R =3370# Equal areas H � 2x4 Btm.Chor 29' -0" 29' -O" DESIGN LOADING Roof 45 psf Ceiling 10 psf 810 #Total 37 psf 33 - unit stress increase D e -n O F••••1 p H A W 0 0' o ct 0 o h %D d v i i to H 0 0 03 w CI .b 1 CD 0 CO y M H 0 hd d7 It t7 H Phone AC -305 566 - 5471 - Copyright 1965 Vikin Qonnectors Inc. @1❑dgo 81ac d Neil d Up to 12" 2x4 lodger nailed to wall uith (2) 16d nailo C 16 o. c. or bolted 48 o.c. (By Buildor) T.C. = Top Chard 170 = Shim to oolid booring et thio point Top Chords to bo 2x4 or lorgor. 2x4 ladgor S.o to be treated whore roquirod. 'le-dean Clips or Anchor Strops required where wind is above 27 psf or where specified in Building Coda. See Anchorage 7 , 7toils for further information. Date Feb. 1, 1965 I'. nwiE SOFFIT it Use thin style "C" uhan "a" dimension is not lcrger than °b" dimonoion ❑ b Z -5'o 2n6 TC ovor 42" to 56" Ovor 42' to 56" for 2x6 Top Chord Styles C or D (over 12" to 36" for 2x4 Y.C.) co epplicoble (over 12" to 42" for 2,6 Y.C.) 3 -4.5 �.;ub•=?cc (by 0ui11L:V 2x4 1edgor n:ilzl I to well with (3) 16d nails C16" o.c. or bolted 24" o.c. (By Builder) Z -5 olio M0112 PItch odgc J -8d Noil ' Up to 240 J (typ) 2tt4 ledges— 2X4 ow Build3r) ',oiled to call with Ovor 36" to 56 for 2s4 Top 1 Chord (2) 16d a noilo 16" o.c. or bolted ovary 40 o.c. (by Buildor) E=1 Z -5'a 2tt4 lodger noilad to well with - (3) 16j, ncilo 16" o.c. or bolted 24" o.c. ovor 56" to 72" OVERHANG DETAILS Uoe this stylo 0 0" for all other conditiono up to epocifiod dietenoes of 36" or 42" Z -5'o Z -5's Near Side For Side Z -5'a co required Wedge ovor 24" to 42" for 2x4 Over 56" to 72" 3 -4.5 3 -6.3 (typ) Sub -facia (by Buildor) 3 -4.5 2s4 Top Chord 2x6 Top Chord j 2x4 Sub -fecio (by Buildor) ,�� C� m it SOVl H.L1C 9 ■ • ■■•••••■•4.4,..1.,* •//..c.f■YePAr row, a c..n. se, ). vo.o..."*. .` ' . - 0.- . Nstotv 'At -.ay/ ,67 r f .• ! ' 111 e 0 1.1. riPICAI OVEIIIIANG 1 v ---------- -- -- cieti o:w4 .• ALL DIMENSIONS - - OVERHANGS, FliGli. EG -• HE OWED • - BEFORE num 1RUSSES tvi 441 s ubject tU tIttlititi pro., _ kidetrical anti zon:tng codes z4 Village. The Architect anti are charior4 ec(att knowledge of all building tetulAtious 2 indicatttilltrein. Al l r.:inforted str-te.. 401:melded bifore inspettion IStnihg, ttlettrIcal vticitt anti roof Cashing --- N. -*:*\ I ) 3 r?; 9 m ff; () • k.11 ;of /F. N!J:F. A OE -v• r: ( \) ( I L , ••• < r t Ptr Rteille - 2 3 - I . 11 9A P; ...a.. ea..... ...ea. Y.. • 0 /5 r4'; lige) 8i" /,50 A Li tit 0 13 ) AINCE, 1NC. 'NFACING & AI R CON3 I '104.4 N. W. 2nd AVE, AN•, 621.6032 • , • i 5 a • 1 .3 s 11 3 to rodc / (2- e - , Or:- V ruiL Lo,Nrtz ; D. ruK .1) - !f 3 / / , ) A ) - / Pt.r.T1‘44 ( y f_,) 7-3 2 ) t 0 1/ /60 `2 • or FCr; AINO WORK- 1r, ECTRIC MASONRY • STRUCTURE TO T. PREPARED TO DUCTWORK BY BUILDER. ( 5 )a ( 3- if rc/if . 160 1 ( '1 bi tf) v A ( 0 r r ilETC‘ti, - 1 O'Ci... ,...*, i-- .. - rre :-.5 Y ( cl... 7e- 4 18• A. Nt: 1 A 11 , C.N 16 0 4 7 15 17 1 - ' r LOCATIO,U 001140 W. McIVOS11 & li:SSCCIATES 1.1r,C N. E. 125th STREET NORTH M",11, c' • 33161 7 — I - "r ---- ?)( • 3 [iTT A Li_ .6CE.:1(114 (3F 31.JP.,\/E\i • OP- , 1..0 I. f_. v /- At,-.) F. 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