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1235 NE 100 St (14)MIAMI, SHORES VILLAGE g \.7 BJILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date 10 00 Time Type Insp'n Permit No. 6P d 650 Name De 1DmQ J Address 1)-35 IVC! `W51— Compan )\tOI4I @IUSIC ' Phone # 305- 383 - 131 For Inspector: 10101 Correction Re- Insp'n Fee 0/< Name t MIAiMI SHORES VILLAGE APPLICATION FOR FINAL INSPECTION Prior to a final inspection this application must be filled out; if sub contractors have failed to take out permits the general contractor shall be responsible for the permit and fee. A final inspection must be made prior to the release to Florida Power and Light Co, and the issueance of a certificate of occupancy, oiNERIe n e fin CtiJ +c e v s LOT MINFIVILMJRIIffilLAL 41 .(_, C . ° lJ 6 1 !r L 1 !a' AI I i , , 1111M1 ,AWR 11116 IT&TW LI - (L-Dm 6IJ1111111„ A= E v ri) T 1 TOMPAP11115 11 ((4 1L 1111621111MIMMINIIIMINIMUNIMIll t 6. Cabinets Unit Closet 11. Contractors Fee 12. Electric Fixtures 13. Electric Wirin: 14. Equipment Rental 20. Glass Slidin. Doors 21. Hardware - Finish 25. Labor Pa oll 6. Labor Contract 29. Lath .30. Lumber All 33. Millwork 35. Ornamental Iron Work 36. Oven & Plate Built -in 37. Overhead 39, Permits Temporary Power 40. Pilin_ (Foundation) 47. 48. 49. 50. Su Paintin Com Shower or Tub Enclosures Steel Reinf orcin_ & strl. ervision Surveys 51, Tile & Marble Stucco lete Vanit Pre Pum drives fab. e etc. 31. Masonr Labor 322 Masonry Materials H Block Ai 0 C"' rs & Screens )( `J +4 SUB CONTRACTORS & SUPPLIERS NAME & ADDRESS 4W A aoo r / /, MOIW INNIMMIIIIM11111P7 A r3 L4 i r NIb ar Leis fi q 11. 44, a sr. a BUILDEI 1. Architectural ( lans) As.halt walks drives. etc. 3. Cabinets - Bath 4. Cabinets - Kitchen 5. Cabinets - Medicine 7. Cleanin 8. Clearing Site 9. Concrete Foundation ,Slabs ..Beams 10. Concrete m Walks 15. Excavation 16. Fill for S14 17. Floors - Finish wood & kitchen/ 18. Floors - Terrazzo 19. Gara_e Doors 22. Hardware - Rough 23. Heating Vr . 24. Insurance - Liabilit .comr. -bond 27. Labor - Contract 28. Landsca ing Fill Gradin Plaster. 34. Miscellaneous v 41. Plumbin 42. Pool - Swimmin 43. Roofin_ & Sheet Metal Work 44. Roof Trusses 45. Screen Enclosures 46. Se•tic Tank or Sewera 52. Water m Public 53. Water - Well & 54. Windows - Glazin 55. Windom Frames - Concrete BLOCK ITEMS d JOB ADDRESS 1 5 n, , 10 SUB. )iJ AY LABOR (' CONTRACT DATE O CA• 4,5 1910 js . ° Igl ° . 1 . c • .L4 cJJ gattte 1;.3',S it/, - /00 it )'?1, A-Z-4-4z4.} LeA,w2) 7s 796 v,.. ate. „12e4.64G By FRANK COOK United Press International In a litigation- conscious society where no shortcut goes unpunished, do-it - yourselfers must be more careful than ever about the quality of their home improvement projects. . In the old days, you left your errors behind when you moved to your next home. Today, if the bookcase caves in and hurts somebody — even years after you've moved away — there is going to be a lawyer wanting to talk to you. "Home buyers have higher expectations than before because of the price of housing today," said John Heyn, spokesman for the American So- ciety of Home Inspectors. "So when something is wrong, buyers are more inclined to assert their rights — which in many cases may be a lawsuit." Ralph Holman, senior legal counsel for the Na- tional Association of Realtors in Chicago, while noting that "consumer liability" is still fairly lim- ited, nevertheless points out "that if you did a bad job on something and you know it, and sold [the . house] without disclosing the defect, that's good old- fashioned fraud." Specifically, "fraud by silence." Sunday, April 23, 1989 Shoddy do - it - ypu rself improvements could haunt you 'after home is sold Heyn, a home inspector in Baltimore for 20 years, says inspectors are legally obligated to write up obvious do- it- yourself projects when they are hired by potential buyers to check out a home. "Whenever I see a duo -it \yourself wiring job, I have to put in a budget to fireplace it," he said. "Whenever I see a do-it -yo self plumbing job, I have to put in a budget to rep ce it. "And one•of the wort s s that stands out is an amateur roofing jc; Ev n if it hasn't been leaking, we have to reo,,nm nd it be done over by a professional because of all the problems a do-it - yourselfer job could lead to." That is not to say all a do -it- yourself jobs are bad. "There are many areas th4t do-it - yourselfers can enhance the value of a h oml�ee. And even if the do a bad job, [it] will not detract from the value," he said. "Putting more insulation in can be done by the homeowner. And cosmetic rite s, like painting and wallpapering, tiling a flo,oi , putting up wall paneling and even building a : ` atio with blocks., Even if the do-it - yourselfer in sses up, it won't affect the structural components of the house." Do-it - yourselfers should not think they can hide that curious wiring job inside a wall nor should they want to, in terms of liability. "You can tell when a professional electrician has done the job, Heyn said. "Building codes re- quire that the wiring be run behind the studs and shielded in case someone comes along and pounds a nail into the wall to put up a picture. "If the wiring isn't shielded, it could cause a short, and fire," he said. The best idea, he said, is to be upfront about do-it- yourself projects. "Disclosure is the word in real estate today. It takes away a lot of the litigation and saves so many hours and dollars of dispute." Real estate agents are especially concerned about quality of workmanship these days because typically, the courts view the broker as the "pro- fessional" , I gsdeit As such, judges increasing- ly are find gents t!iable for the integrity of the transaction. f something is wrong, the agents should' have known abob! it. • Sail' the NAR's 'Ho n, "We've gone from the d ys of 'buyer beware 'tothe days of 'broker take c are.' " • • The VIKING Truss Fabricator must furnish a copy of thin design to both the builder and txuos erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable previsions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Aoeociation; and "Deslgr Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both face. of each truss at each Joint. LITIBER of the same species with equal or greater stress values may be substituted. FABRICATTUS - Lumber must be accurately cut and fitted together so that all members at each Joint are c s� contac a ong the Joints. Plate centerlines shall coincide with Joint centerlines or shall be located by circles unless otherwise - 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 ovexsll span tocreaae of A ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKING CMECTORS, 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 1500£ Industrial Hemlock. 1 5/16 "_ Symmetrical about centerline. 5 - - o 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 01 5 -6.3 to 34' -8" 5 -5. to 28' -8" 3- VIKING CONNECTOS 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 NOTE: Hemlock to be W.C. 12 3 2x4 Top Chord 34' -8n �9' - 8" e Symmetrical about centerline. 32'-4" 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 2x4 Btm.Chord 34' -8" 34x - 8" j4' - 8" Hemlock. r 1300#C 590# d . 39O 590# c 3 -0" 4950#T 1300 #T LUMBER Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200£ Ind. Doug. Fir 1200f Ind. Hemlock 510 5 r4' / -1200#C 640# b 62 7o 6100#T 350#T Clear span f 1,2 6 FORCE DIAGRAM 2x4 Top Chord R =1870# Equal areas 3 - 14.4 to 34' - 8" 3 -12.6 to 34' 3 -10.8 to 29' 2x4 Btm.Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 -1/3% unit a stress increase C 0 • o DC by 0 0 Or 0 ct m 0 •0 0 • Ql H VI 01 o ( YI Phone AC -305 5 -5 ri( _ D- aL - 3 - y - 55 Dc Ic - Nov l 8 )9GS Pare / 6 -/ / So, Pne CSI - M = W(Q..")(iz), 10 = (90)(5.3w) 10 = 3ocsio,w -/6 � Axial Force. = P= 6270°C P M (A) ( Fc) (Inc.) (Z)( rb) (inc _ 6270°C 3080 m -1_hs (5.89)( /3 s (/, 33) O 593 '- C' 1 /0 0. 999 ( 33) 03 Plots 2.57• fete 4.50• 04 Plats 4 -3.6 3.22. 1 7.07• 9.00• 07 Plate 09 Plots 3 -4.5 11.6 11.6 5-4.5 X 70.2 7 -4.5 31.8 9 -7.2 64.8 3 -5.4 13.9 5-5.4 4 -4.5 7 -5.4 MULTISPIME SIZES 38.2 9 -9.9 3-6.3 16.2 5-6.3 28.4 7 -6.3 B9.1 18.5 4 -5.4 3 -7.2 17.4 44.5 5-7.2 32.4 9 -12.6 7 -9.9 20.3 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 36.4 9 -16.2 108.1 145.8 1 3 -9.9 25.4 5 -9.9 1.29° 4 -9.9 44.5 VIKING CONNECTORS, INC. 3 -10.8 31.9 27.8 5-12.6 56.7 31.9 1.29" 7.07 77-32 (horiz. steps ere 67 verticel step' ere 1.93" except where shown). k 7.2" I .663" 5T -21 (horiz. etepe ere end vertical steps er 1.286" except where shown). 4 -12.6 3 - 12.6 32.4 40.5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5-18.0 64" 81.0 2.7" --f. I 0 9" 2.57• �9.2 J 1.285" 4.5" 4 37 =10 ��� �'"'IIII 7.6 1 .6 LI 0.9" 11.285" 1.285" 5.4" H 37 =12 1- 1 .643" 41.5" - f 1.8" 5.4• 1.8" Z-5 e - preeT..61n 1 64" LIGHT R00FING HEAVY R00FING Asphalt shingles Sheet Metal Aluminum; etc. • Slate, Barrel Cement Tile, Terra Cotta, tile, etc. Copyright 1965 Date June 1, 1965 Vikin: Connectors Inc. Dw".ij B' -0" Max. for 2X4 Tna Chard 12' -0" Max. for 2X6 Tap Chord a l 1-1/4" -�_ 4 -5.4 -5.4 to 30 B 5 -6.3 over 30' -B" -5 tv —r Vent snare .� All vertical webs spaced 2' -0" o.c. 5T -21 to 30' -8" 5 -6.3 over 30' -8" Sheathing 16d nails 5T -21 to 30' -8" 5-6.3 over 30' -8" { 1 no 1 -5/8" 2X4 lateral brace required when length of center vertical member ex- ceeds 6' -6 ". WITH OUTLOONB S Gable End Details WITH GUTL00KER5 have the same lumber and piste requirements es Gable Ends WITHOUT OUTLODKERS (above) except as detailed below. Dimension"8" 3'- 0•Msx.(Lt.Roofinq) e-- 2'- 6 "Max.(Hvy.Roofing Gable End End Wall --p Sheathing 6' -6" Max. lk N 2XS #1 50. Pina Const.c Fie or Const. Hemlock Dimension "8" 4' -0" Max.(Lt.Raofinnl� 3' -6" Mex.(Hvy.Roofing) Gable End ��✓ End Well CAI . WITHOUT OUTLOODUEPS Z -5 (typical) All vertical webs spaced 2' -0" o.c. TRUSS SPAN Dimension "A "(to be equal or larger 2X4 #1 Southern Pine • 1500f Ind. Fir ath or furring strips Dimension "A" -7 4' -0" to 6' -0" 1 Metiers between members Lath or furring strips NOTE: 8 dimension must not be leroer than A dimension. All verticel webs spaced 2' -0" a.c. TRUSS SPAN ELEVATION OF HEEL DETAIL WITH 0UTL00KERS Outlooker (Single @ 2' -0" 0.c.) nails 4 framing for each outlooker up trusses Dim. "A" is over 2' -0 ". Outlooker(single @ 2' -0" o.c.) 12 Pitch to match truss � — 16d nails 4, framing clip for each outlooker 4-- Double Trusses GABLE END DETAILS 5 -5.4 to 30' -8" 5-6.3 over 30' -8" LUMBER All lumber shell be minimum, #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. TOP CHORD shall be 2X4 minimum. BOTTOM CHORD shell be 2X3 minimum. Webs shell be 2X3 minimum. PLATES- VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each truss at each faint. 1" Nominal sheathing or 5/8" plywood Heel Detail Plate' /, / Gable F. Truss // / / 2' -0" o.c. OVERHANG WITHOUT OUTL00KER (Typical Section) •/ ' /i / /,, " jai; % // 2' -0" o.c. For Single Outlookers 4' -0" o.c. For Double Outlookers / --Outlooker(s) 3 -7.2 5 -8.1 SPECIFICATION FOR 3 -7.2 Lath or furring strips Gable End 4@ 16" o.c. or 24" o.c. 3 -7.2 1X3 or 1X4 @ 2' -0" o.c. and runnirg in the same direction as the truss bottom chords. Continuous nailer. ALTERNATE CEILING FRAMING D GAD u 0 l 1 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 provielono of the "National Design op• 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. LUMBER of the same species with equal or greeter stress values may be substituted. FABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are n enS U eontactfg the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise - dTensioned. OVERALL SPAN.; 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 io laterally braced at intervals not exceeding 3' -0" o.c. VIKING CONNECTORS, INC., bears 00 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 handlipg, 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, 1500f Industrial Fir or 1500f Industrial Hemlock. Symmetrical about centerline. , W. 31I1 c ��wQ d � r zrri cAr � it STATE CF On request, any public building authority will be sent a copy of this design bearing an impression seal. ;12 3 - 9.0 BUTT JOINT 9 - 9.9 & (2)4 -8.1's 61, X25 1' -0" Maximum VIKING C 3' -0" -2X4 ( #1 material) 3 -9.0 —1/8" \12) CAMBER TOP AND BOTTOM CHORDS 1/2" AT CENTER Equal spaces NNECT RS 7 -6.3 LUMBER 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 Symmetrical about centerline. Special cut on lumber 2x6 Top Chord 24 22' -10" 22' -0" 2x6 Btm.C;,ord 24'-4" 24'-4" 24' -4" ,- 2300#C 1200p c 1410# d 9650 #C e 7' -0" Setback 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 12 (2 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 1200f 1200f 11,900 #T 9650#T 23' -8" Clear s.an Equal -....m. 0 2 ' eas FORCE DIAGRAM b _ 2X4 Heel height ►t ALTERNATE HEEL 2.5 2X6 fir a� 4% 4 -8.1's .,2\ Hemlock Ind Doug. Ind Hemlock 600 #T b 985O c L.J 4 - 8.1 equally spaced between top and bottom edges of heel. Fir 810# 33 -1/3% unit a stress increase 2" 2x6 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf M r E N1 1 P R =2820# 2X4 inimum heel height 2x 6 Btm.Chord a o 0 H A tfezi A • d 0 N r Phone AC -305 566 -5471 ey th H hi 117 H 0 ( 0 - Fr I # D- 7NJ- 2.5 -23 -5$ a4e" Dec 07 I 7� 0 - (y •,) z- 2 8 "x Y7_ z , '" -, /,O" q L/ 6- /L0)(55 Psi') T Cord - (Ll s/5 S)( . 8; ' / 9 5 P// 8o-1 /ooi ( _ 1 /3 p/f Pane I 2 - ,c 2x to / So Prue Lca.ciin9 Bend 11) M7 (w)(9 -) (tz). /. 9 = 05)(5) 10t-190 117-/b P = 4xia torte = 9650"C C SI P M (i ) (, 6 nc) (( ) ( -6) (/iic.) 9650 *c.: 6490 i2-/4 (6.93)0350)033) C,60C f C 0.97/ " (F. /9)066x))0.33) q3 Plate 2.57" 3.22' 7.07 9.00' 04 Plate 4 -3.6 1st. 5-4.5 4.50• 0.2 N7 Plate 7 -4.5 3 -4.5 3 -5.4 3-6.3 3 -7.2 3 -8.1 11.6 11.6 31.8 64.8 13.9 5-5.6 5-6.3 5-7.2 5-8.1 26 MULTISPIME SIZES 4 -4.5 4 -5.4 4 -6.3 7 -5.4 7 -6.3 7 -9.9 7 -15.3 38.2 116.2 28.4 89.1 17.4 44.5 18.5 32.4 70.0 113.4 20.8 20.3 36.4 N9 Plate 9 -7.2 9 -9.9 9 -12.6 9 -16.2 3 -9.0 23.1 l 4 -8.1 26.1 5-9.0 40.5 108.1 145.8 3 -9.9 25.4 5-9.9 4 -9.9 44.5 VIKING CONNECTORS, INC. 31.9 3 -10.8 27.8 5-12.6 1 56.7 1.29" t - i } 7.07" 1.29" 1� 1 . 8 " - 1.. - 77-72 (her .tope .ro 0.9" end verticel .tape ern 1.93" except where .hewn). I 7.2" r `1 .643" 4 � 5 " .643 " - 1.8 5T -21 (her1r. steps ere fiend vertical steps e 1.286" except where shown). 4 -12.6 3 -12.6 32.4 40.5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5-18.0 81.0 2.7" I- II 1 0 9" 2.57 j iJ 9.2 - I � 1 1.285" 111 I 4.5" t 37_10 111 i 3.6" I 0.9" [1.6 1.285' 1.285" 5.4" 31 -1212 1.8" 5.4" 1.8" Z 2 Rree Copyright 1967 VIKING CONNECTORS, INC. Date 9/1/ Dwg.# File # D- Gpr- 4 -34 -55 ( 6 & 8) TRUSS SPANS (Maximum), BOARD FEET and BEARING REQUIRED for girder Ph AC -3( 566 -547: GIRD SPAN BD. Truss span for FEET (SINGLE mbr. girder BD. FEET Truss span for DOUBLE mbr. girder BD. Truss span for FEET TRIPLE mbr. girder 14 15 16 4o 43 46 17-0 15 -8 14 -6 35 -4 32 -8 30-8 39 -6 37 -0 34 -2 8o 86 92 35 -4 32 -8 30-8 40-0 40 -0 40 -0 120 129 138 40 -0 40 -0 40 -0 PINE 7 Pitch 4 SW 34 ^•? 55 :67 8 17 18 19 5o 53 56 13 -6 12 -8 12-0 28 -8 27 -0 25 -4 31 -4 28 -8 26 -6 100 106 112 28 -8 27 -0 25 -4 40 -0 40 -0 40 -0 j 150 159 168 40 -0 40 -0 38 -8 NONE iio 40 -0 20 21 22 6o 63 66 11 -4 10 -8 10 -2 24 -0 22 -6 21 -0 24 -6 f 120 126 132 24 -0 22 -8 21 -6 40 -0 40 -0 40 -0 180 189 198 36 -6 34 -8 32 -10 40 -0 40 40 1 23 24 25 70 73 77 9 -8 9 -2 8 -10 19 -4 18 -0 16 -10 140 146 154 20 -8 19 -8 18 -8 39 -4 36 -10 34 -8 210 219 231 31 -4 30 -0 28 -6 40 40 40 1435 N. E. 13th. Ave. Ft. Lauderdale, Fle., 33304 26 27 28 8o 83 87 8 -4 8 -0 7 -8 16 -0 15 -0 14 -2 160 166 174 18 -0 17 -0 16 -6 32 -4 30-6 28 -8 24o 249 261 27 -6 26 -4 25 -6 40 40 40 29 30 31 90 93 97 7 -4 7-0 6 -8 13 -4 12 -8 12 -2 180 186 194 16 -0 15 -2 14 -6 27 -4 26 -0 24 -6 270 279 291 24 -8 23 -8 23 -0 40 38 36 32 33 34 100 103 107 1 NONE i 11 -8 11 -2 10 -8 NONE 200 206 214 14 -0 13 -8 13 -4 23 -4 22 -2 21 -0 ! NONE • 300 309 321 22 -4 21 -6 20 -8 34 33 31 PONE 4 MINIMUM TEARING N X -7 , ria, D \ \\ ` Q �I �� ��\ Sc� Scab Scabs Scabs COLNTE DITIONS. See beck for details _ T N X is Scab i lO t Scab ` \ __ 9 -16.2 ALTERNATE `�� 5 -9.9 1 ) CONSTRUCTION block — � � 3 -4.5 5 ;� '12 — o — ~0 12 X4 7 -9.9 �--� Xb �\. : 12 4,5 --- -, , _block-] & ;_ 4 -12.6 s 6 shear jte when using 4 -5.4 6" c heel �o 4 heir X18" 2X8 � 3 Splice 7 -9.9 & 4-9. k_.4__ ± .1' d d 4" ,Cheel bearing. -- he' -- height bearing PINE 2 c Pg. G -3 Copyright 1967 VIKING CONNECTORS, INC. Date 9/1/67 I Dwg.# File # PINE D- Opr -4 -34 -55(6 & 8) (BACK) 2 & 3 MEMBER GIRDER ASSEMBLY REQUIREMENTS PART 2 MEMBER 3 MEMBER NAILS or -► 1/2" DIA. THRU BOLT FASTENER Bottom Chord Bolts -- ----- (1/2" dia. truss hanger bolts are at st 1/2" dia. thru t at each el point. CHORDS ♦ 16d @ 16" o.c. One at each panel point nails at 16 "o.c. or nails at 24 "o.c, WEBS —■ 16d @ 16" o.c. BOTTOM CHORDS, SPAN of supported truss to Use OA OB or(:) 1/2" DIA. THRU BOLTS AA 12d NAILS B 16dNAILS (C 1/2" C THRU BC • b= bolt n =16d nail Total in BOTH faces Total in BOTH faces Quantity every 2' -0" bolts joints ..," 0 c/c Quan. every 2' -0" c / c Quan. every 2' -0" b= bolt n =16d nail 1 bolt 1 bolt 1 bolt 6' -8" 10' -10" 15' -0" 14" 12" 11" 1.7 2.0 2.2 16" 14" 12" 1.5 1.7 2.0 1 be 1 bolt 1 bolt 1 bolt 1 bolt 2b or lb +ln 19 -2" 23' -4" 27' -6" 9" 7" 5" 2.7 3.4 4.8 10" 8" 6" 2.4 3.0 4.0 1 bolt 1 bolt 1 bolt 2b or lb +3n 2 bolts 2 bolts 31' -8" 35' -10" 40' -0" 4" 3.5" 2.5" 6.0 7.0 10.0 5" 4" 3" 4.8 6.0 8.0 1 bolt 2b or lb +ln 2b or lb +3n DESIGN STANDARDS: Thte drew ng has been prepared to meet applicable provisions of tho 1962 edition of the "National Design Specifications for Stress -Grad. Trusses' Trues Lufrbnr end Its Fastenings" b National Lumber Manufacturers Aesocletioni and "Design Speclficetione for Light Metal Plate Connected Wood by VIKING CONNECTOR PLATES ere 20 steel and applied to both feces of each trues et each point. FABRICATION: Lumber must be Pluto Institute. gauge galvanized accurately cut end fitted together so that all members et each joint sr, In snug contact along the joints. When unit consists o more hen one trues, fabricate each trues separately. PLATE centerlines shall coincide with point centerlines or shell be located by circles "o" unless otherwise dimensioned. OVERALL SPANS ere based on nominal widths and may be increased by es much as 4" et each wider bearing when using nominal B" bearing widths, Per- directly mitting a maximum overall open increase of B ". BEARING: bee sketches directly below truce open columns. GIRDER ASSEMBLY REQUIREMENTS are charted above these General Note.. LATERAL BRACING: Th1e pier hee been designed assuming the top chord is leterelly braced at intervals not exceeding 3.-0" o.c. VIKING CONNECTORS, INC., beers no reeponT111ty for the erection of girders in accordance with this design. Persons using such girders ere cautioned to Beek professional advice in reeerd to safety preceutione during erection, proper handling, temporary bracing and permanent br.cing Mich mey be required in specific applications. LWER .9811 be al Southern Pine, DESIGN LOADING: AXIAL FORCES shown in lower right hand ALLOW STRESS IE: 6 LI load on roof 45 paf corner era based on roof trusses supported 3 e ow ar —NCRASE, All web members 296 unless other- load on ceiling 111_01 on one side of girder plus ■ 1 foot *trip - time loading. wise specified. Lumber of the same specials with Total load SS paf of roof load on the other side of girder squill or greeter stress value my be substituted. for maximum load conditions. SCAB ATTACHMENT DETAILS \ 15% Live load reduction for tributary area. / i x .11• I ��� I NOTE: I Ai For TRIPLE member girder use (9)16d nails each scab. For SINGLE or DOUBLE scabs on single or double members use AXIAL FORCES AT MAXIMUM LOAD (9) 12d nails each scab. / 9 nails---' -/ • • • • •� 12" for 4/12 14" for 3/12 16" for 2.5/12 30 5,77 ` 14,230#C 2X6 scab - 144 oil 0#T NOTE: ALL scabs to be shop applied. 1 3,5•x ' R =6570# Pg. 6-3 Beck Copyright 1965 V1 in Connectors Inc. cut 2x6 or ea requited Valley Member A 4' 3 -4.5 Valley Member B 5 -4.5 Valley Member C 5 -5.4 Valley Member D 3 -54' M L < ' M Valley Member E 20' 3 -5.4 Z -5 or 3 -2.7 VALLEY DETAILS A thru E are typical valley trusses as shown on eheetf10 The largest valley trues is shown to be a guide for 3 -4.5 valley truasee larger than the 20' Valley Member "E". Valley trueese run perpendicular (in the opposite direction) to the supporting trusses underneath and should be nailed or fastened to each trues top chord they intersect with -4.5 (1) 16d nail to laterally brace the top chords of these trusses when the 12' „Itruases do not have sheathing on them. 16' 3 -4.5 3 -2.7 or Z -5 !(typical) "Trues top chords 2' -0" o.c. 5 -6.3 i ,— Typical. plate to be used in splicing either top or bottom chords. . V -16d nails 1 -5/B" 2x4 on edge. Lateral brace required when length of center vertical member exceeds 6' -6" or add vertical member to double =N the thickness when 5 -6.3 vertical exceeds 6' -0 a . Equal — tit 5 -6.3 spaces EQUAL I I 12 PIGGY BACK DETAILS SPACES 3 -4.5 Varies to match roof pitch Length es Required TYPICAL LARGER VALLEY This Piggy -Back Detail is taken from page b10 on top of Hip #J1. Piggy -Becks ere the same in structural construction as Valleys except for shape, and the bottom edge of the bottom chard Is not beveled. Placement in the building is in the opposite direction to Valleys, (Placement is parallel to and on top of tho supporting trusses). See IMPORTANT NOTE et the right. Plate end lumber date that applies to Valleys above also applies to Piggy -Backs of the same size. VALLEY b PIGGY BACGI DETAILS Valley OPTIONS 1 1 Minimum of one 16d nail into each truss top c hord. SECTION M -M 3 -2.7 or Z -5 (t picel) at I I 6' -0" MAXIMUM 2 PIGGY BACKS Lumher - Minimum allowable unit streoses. c - 560 psi Compression parallel to grain f - 750 psi Extreme fiber in banding t - 750 poi Tension parallel to grain E - 1,540,000 Modulus of ElastIc5ty Top Chord shall be 2x4 minimum Bottom Chord and Webs shall be 2x3 minimum Webs shall be 2x3 minimum Plates - Viking Connector Plates ere 20 gauge galvanized steel end applied to both faces of each truss at each point. OPTION Sheathing 3 a Rip 2x6 tb make two pieces for bottom chords. Saw cut to match truss pitch. height 1 3-6.3 height 9 1 I IMPORTANT NOTE I Piggy Back units are set directly above and parallel to 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 tap chord must be used. Truss "! ' or " Continuous lateral bracing. Hip OPTION N1 - Extend end attach ell sheathing before applying Piggy Beck units. OPTION #2 - Extend end attach a portion of the sheathing so there is 3' -0" or less between rows of sheathing. OPTION H3 - Provide continuous lateral bracing (1)(4) 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 eech.truss. P ° /G •tyla VAL Design for 28' -4" FINK TRUSS, 3/12 Pitch, spaced © 2'0" o.c. Design Loading Roof = 45 psf Ceiling = 10 psf Total 55 psf @ 330 allowable unit stress increase. Bottom Chord @ no splice 4 -4.5. a 2" 5 -4.5 NOTE: Only one splice permitted in bottom chor -ft -+ 4 -5.4 to 28' -4" 3 -5.4 to 26' -8" ALTERNATE JOINT 28' -4" CET Z -5 The VIKING Truss Fabricator must furnish a copy of this design to both the builder end truss erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the 1962 edition of the "Nattonel Design Specification for Stress -Grade Lumber and Its Fe.teninge" 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 end applied to both feces of each truss et each joint. LUMBER of the same species with equal or greater stress values may be substituted. FABRICATION: Lumber must be accurately cut end fitted together so that 'ell members at each joint are in snug contact along the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles "0" unless otherwise dimensioned. When unit consists of more than one truea, fabricate each truss sep- arately.. Nail 2 truss units together with 12d nails at 12" a.c., 1 truss unite together 16d nails at 16" o.c., bolt 4 or more units to- gether with 1/2" dia. bolts at 3.-0" o.c. in addition to 20d nails et 16" o.c. unless otherwise specified. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by es much as 4' at each wider bearing when using nominal B" bearing widths, permitting a maximum overall span increase of B ". LATERAL BRACING: This truss has been designed assuming the top chord 1. laterally braced et inter- vals 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. Minimum Lumbers Splice 5 -6.3 to 28' -4" 5 -5.4 to 26' -8" [-- Top Chord Webs Bottom Chord 5 -4.5 1- 5/16" e 1 c 1435 N. E. 13th. Ave. ' Ft. Lauderdale, Fla., 33304 - 2x4 #1 Southern Pine - 2x3 or 2x4 #2 Southern Pine - 2x4 #2 Southern Pine 2 1 3 FORCE DIAGRAM 1" = 2000# CS S C -/ .2) 44 / Pi e 442a #� 5,89 x 1.33 k /35o 12 Camber bottom chord 1/4" @ 1/3 points. \J1 v d. (.38) 3 -9.0 to 28' -4" 3 -8.1 to 25' -4" 0 /o x /6 . 4/8 1- .5 4 009 _= J, 000 ... OK cn I-. 0 F 7 H iD 1'• ID Cl o O n (D • — n o m H 0 Ph AC -305 566 -5471 #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock # Southern Pine 25' -8" 1500£ Ind. Doug. Fir 25' -8" 25'-8" 25' -8" LUMBER 2x4 Max. Overall Spans Top Chord #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock 2x4 Btm.Chord Phone AC -305 5 66 - The VIKING Truss Fabricator must furnish a copy of this design to both the builder and true. erector. DESIG:: STANDARDS: This drawing ban been prepared to meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Faeteninge" by National Lumber Manufacturers Aseoclatioa• and "Desigr Specifications for Light Metal Plate Connected Wood Trusses" by True, Plate Institute. VIKI ::G Connector Plates are 20 gauge galvanised steel and applied to both faces of each trues at each joint. LR:EER of the sane species with equal or greater stress values may be substituted. FABRICATT Lumber must be accurately cut and fitted together no that all members at each point are In anuE contacoo ong the points. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise — dImen cloned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much an 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span locreaee of 8 ". LATERAL BRACING: This truss bas been designed aoeuming the top chord ie laterally braced at intervals not exceeding 3' -O" o.c. VIKING CCINECTORR, INC., bears no respoa.lbility for the erection of trueseo 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: All webs shall be 2X3 or 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Only one Butt Joint A or B permitted in bottom chord. -1" 3 -8.1 NOTE: 1962 N.D.S. edition. BUTT JOINT A I5 -8.1 5T - 21 Camber 1/2" at center BUTT JOINT B 4 -5.4 to 25' -8" 3 -6.3 to 22' -8" 3 -5. to 20' -8" VEUMG commcrons 2' -0" to span /6 L U M B E R 2x4 Max. Overall Spans Top Chord 1500f Ind Hemlock 25' -0" NOTE: Hemlock to be W.C. Hemlock. a b R.1375# c FORCE DIAGRAM 3T -10 12 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 2x4 Btm.Chord 25' -8" 415# 39"0 #G at R 3 - • c b 565# 820#C 1 3840#T m 25' -0" Clear swan 3 -8.1 to 25' -8" 3 -7.2 to 23' -0" 3 -6.3 to 20' -0" 3 -5. to 17'-4" 21 540# 2 Equal areas DESIGN LOADING 795#T Roof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase r � K. ^ Itd Ie d a file D- QUE - 3 - 25- 55 af e . c/uhe / /965 . 2 X 4 1 5 Pine M= Wr/ A xis( Torre = P. 3970 C SI = (5. 89)0/350)c2. 33) (3.56)( /500)0.33) 0.375 .L 0. 554 P + M (A)CFc)c /hc) (()( F Inc.) b)( 03 Plate 2.57' 7.22• 7.07• 9.00 3-4.5 11.6 06 Plate 4 -7.6 11.6 Pieta 5-4.5 5-5.4 6.50• 0.2 26.7 h Plate 7 -4.5 09 Plate 31.6 9-7.2 64.13 • 7-5.6 113.9 7 -5.6 NULTISPI6E• SIZES 4 -4.5 14.5 38.2 9 -9.9 3-6.3 16.2 5-6.3 28.4 7-6.3 89.1 4 -5.4 117.6 l 44.5 3-7.2 118.5 5-7.2 72.4 9 -12.6 7 -9.9 70.0 117.4 3-8.1 3-9.0 23.1 6 -6.7 4 -8.1 26.1 5-8.1 5-9.0 40.5 7-15.3 20.8 20.3 76.6 9 -16:2 108.1 149.9 3-9.9 25.4 5-9.9 6 -9.9 44.5 VIKING CONNECTORS, INC. 3-10.8 27.8 5-12.6 56.7 4 -12.6 3-12.6 72.4 40.5 5-14.4 64.8 114.4 37.0 2.7 • --- if._ 0 9 71.9 1.29• 2.57 { ff J 9. - 2 I - - l 1 1.285. 7.07° 4• 1.29• 37-10 1.8• -+I-- + 7.6' I ! 0.9' f 77-72 Ihort . @tope ere 57.9" vertical ■taps ere 1.97• except where .noun). - 11.6 1.285• 7.2• I 1.285 I 5.4" _I 7 -12 4 -14.4 46.4 5.18.0 81.0 20.2 yy� 17.643" 4(5• i l I 1.8' 5.4 ( ST- (horiz. atop■ ere 1.8" LW' and vertical facile aro Pree•..61n2 1.206' except where ehown). ( 64• Design for FINK Truss of 36' 0 "span•, 3/12 pitch, spaced ® 2'0" o.c. Design Loading Top Chord = 45 psf Bot Chord = 10 psf ' Total = 55 psf @ 334% allowable unit stress increase. a 4 -4.5 7 -5.4 Short Web 4 ' 4 -6.3 to 36'-0" 3 -6.3 to 30' -8" f b ' 36'0" The VIKING Truss Fabricator must furnish a copy of this design to both the builder end truss erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the 1962 edition of the "National Design Specification for Stress -Grade Lumber end Its Fastenings" by National Lumber Manufacturers Aseocletion; and "Design Specifications for Light Metal Plate Connected Wood Trusses" by Truce Plata Institute. VIKING Connector Plates are 20 gauge galvanized steel end applied to both faces of each truss at each Joint. LUMBER of the same species with equal or greater stress values may be substituted. FABRICATION: Lumber must be accurately cut end fitted together so that 'all members at each point ere in snug contact along the points. Plate centerlines shall coincide with point centerlines ar shell be located by circles "0" unless otherwise dimensioned. When unit consists of more than one trues, fabricate each trues sep- arately. Neil 2 truss units together with 12d nails at 12" o.c., 3 truss units together 16d nails at 16" o.c., bolt 4 or more units to- gether with 1/2" dia. bolts et 3' -0" o.c. in addition to 20d nails at 16" o.c. unless otherwise specified. OVERALL SPANS ere 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 Inter- vale not exceeding 3. -0" 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. Minimum Lumbers [-- Top Chord Webs Bottom Chord c5-r (c - a x(o J 5. P. 5770 90 (8.4 ) 7 - x/ a. 3 1.33x8.93x / + pox /. 33c 8.I9X /6°o FORCE DIAGRAM 1" = 2000# ,351+, 437 = ,7 9(a • 4 5 -8.1 to 36'0" 5 -7.2 to 33'4" 3 -3.6 or 7 -4.5 if spliced 1 e Camber bottom chord 1/2" 1/3 points. . . . . VMS S CanECTETIS Ft. Lauderdale Fla 33304 _2x6 #2' So.Pine to 34'0 "; #1 So. Pine to 36'0" -2x3 or 2x4 #2 So. Pine -2x4 #2 So.Pine to 33'4 "; #1 So. Pine to 36'0" 5 Co C30 1.33x 5.89x /6on at 12 a e f (e -1) 2x4 # 1 S, 20(//,78) X /2 1 /X/,33 x3.56x /6 0 0 .44C. + . 439= .855 W c 3 -12.6 to 36'0" 3 -10.8 to 33'4" 3- 9.9 to 30'4" W 1-1 • d H • v v E m m ct 00 Ph AC -305 566 -5471 The VIKING Truss Fabricator must furnish • 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 Eprcificatioo for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Aesoci.tloo; and "Desigr Specification■ for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each truss at each joint. LUMBER of the ..Ame 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 point are n snug cootscrTg the points. Plate ceaterlinee shall coincide with point centerlines or shall be located by circle. umlees otherwlse mI OVERALL SPANS are based on nominal 4" bearing widths and may b. increased by es much es 4" et 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 ia 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 to specific applications. Web Members shall be 2X4 - #1 Southern Fine, 1500f Industrial Fir, or 1500f Industrial Hemlock. • F 1962 N.D.S. edition. Hemlock to be W.C. Hemlock. NOTE: For opposite end of truss see: File #D- MUL- 3- 3 -55. 4 -9.9 1220# / T 1100#C - 6' -8" CANTILEVER D 2340#C ♦ 2340#C E 2 6 4 0#C_/ // It I� 6' -8" Cant. R=2640# 585# Move to left 1 • • 12 VIKING CONNECTORS 3 To 6' -8" Cantilever L.34'-8" MAXIMUM BOTTOM CHORD LENGTH CAMBER BOTTOM CHORD TO MATCH ADJACENT TRUSSES 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 _ Coast. Hemlock E FORCE DIAGRAM Over 4' -6" Cantilever 1300 Equal areas 2X4 2X4 L U M B E R Top Chord Btm.Chord Max. Overall Spans 3 - 8" 3600# 700 #T J 2' -0" Max. verhang 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 34 ' - 8" 1 0#C 585# A B 255 . 2500#T T Camber up 1/2" 1500f Ind. Doug. Fir 1500f Ind. Hemlock 102 B.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 608# 1 �F o° log 6 r 1900#T IC 26p0 55 4'-6" CANTILEVER 2X4 Top Chord 32'-4" 29' - 8" DESIGN LOADING Rcof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase 3800#C 540# 6 5# � 750#T 2260 #C F j E 120# • R02450# F 5 ' 2 E FORCE DIAGRAM n 2X4 Btm.Chord % c A 0 'I ' o• o 0 N e • m A 0 O m to N 0 A a t • m Ca cn coo 0 e3 cn C C No o co O Cn ▪ '-3 34' - 8" 3 -8" Phone AC -305 566 -5471 BI LE D- MUL(uc) -3- 34/6,- 55(3 %) DATE.; WI A2CH 2, 19c PANEL D - M° sC 9 pt)c AL Fa t2C E= P P + �P ) ( FT) 24ioe r + (5.69)6 s 00 ) 2xd- 1500 W. I E M L OC 9 c ) . 4 ( 5 . 5 ) 2 _ 9 24104T M 3440 114- I 6 (3• o.274 4 0. ( 84. 0.958 L t O4 3640 IQ- I bs F Cb = 15oo PS•I !3 Plate 2.57• I 3.22• 4.50• 7.07• • l.00• 3-6.5 11.6 04 Plate 6 -3.6 11.6 5-6.5 67 Plate 7-4.5 31.6 69 Plate 9-7.2 64.8 3-5.6 113.9 5-5.4 NULTISPIKE SIZES 4 -4.5 16.5 7 -5.4 36.2 9 -9.9 3-6.3 16.2 5-6.3 7-6.3 89.1 • 4-5.6 44.5 3-7.2 18.5 117.6 1 5-7.2 9 -12.6 7 -9.9 113.4 3-8.1 3-9.0 23.1 6-6.3 4 -8.1 26.1 5-8.1 5 -9.0 40.5 7 -15.3 20.8 20.3 70.0 36.4 9 -16.2 108.1 145.8 3 -9.9 25.4 5-9.9 4 -9.9 66.5 VIKING CONNECTORS, INC. 3 -10.8 31.9 27.8 5-12.6 56.7 31.9 1.29' 7.07• 1.29• 1.8 -� 9T -z2 (horiz. step. ere and vnrtlfll ■tupI ire 1.93• except Were shorn). 7.2• I1- .66)• 6 1 5 . • 3' . 64 l.e 01 (horiz.s. ru and v.rtl l •q v. 1.286• except where shown). 4 -12.6 3 -12.6 32.6 60.5 5-16.6 64.6 3.6• 3-16.4 I 37.0 4 -14.4 46.6 2.77 I * I I 09' 2.57• I � 2 L-, 9.II I I 1.285. 4. s• 3T_30 I 0.9• 1.285• 5.4• 1 2 -12 l.e• S.4• I 1 1.6' Z Rreoie61n t66• 4 Added scabs to be 2x8 #1 Southern Pine VETS` CT:MOMS Add 2x8 scabs each side 12' long. (4) 16d nails each scab NOTE: 16d nails @ 12" o.c. for remainder of scabs. 32'0" • VIKING connectors are 20 gage galvanised steel and shall be applied to both faces of truss at each point. Pttea ah.l1 be located as shown, either centered, or located by circles (o) or dimensions. Tolerance of up to 101 of given area is permitted. CUTTING and FABRICATING requires equipment which will produce snug — fitting joints and plates. OVERALL LENGTHS assume 4" bearing each end. Bearing widths up to 8" may be used, permitting an increase in overall length up to 8 ". DESIGN STANDARDS conform with applicable provisions of "National Design Specification for Stress — Grade Lumber and Its Fastenings" ( NFPA ) and "Design Specifications for Light Metal Plate Connected Wood Trusses" ( TPI ). FIELD BRACING is not the responsibility of the truss designer, plate manufacturer, not truss fabricator. Persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected and fastened in a straight and plumb position. Where no sheathing is applied directly to top chords, they shall be braced at 3 -0" 0.0. max. Where no rigid ceiling is applied directly to bottom chords, they shall be braced at 1O' -0" o.c. max. Trusses shall be handled with reasonable rare during fabrication, shipping, and erection to prevent excessive damage. This detailmay be used with D— HOW- 3 -40 -55 or D— FIN- 3 -35 -55 (4) Z" thru bolts or (8) 16d nails each scab. Dreg Chkd.By$WR oa ing Top Chord 4 5 psf Bot Chord 10 psf Tot. Load 55 sf Dur. Factor 334 Spacing 2'0" o.c. • Date Drwg. No. V5606 LENGTH 32'0" PITCH 3/12 TYPE TRAY rbc • r. - �C • 0-- 0F.1c'A KV►. Rem C io x 2.6. ANCucR.E L' TC �XI�,TINj t; -f i I W' 1 57b G 5 jn66E►,ED 2,4 "0,c. kX/ENi::''' Wi.�.1.. �p( TER oN GONC, 6LIC. 5 /8"E PAfei) Ci 4 /2" Min. EMP>E DMENr ors To BE 6TA (.71 24" ON GFK • 24" k►5 itvG SCAB i cc J 41 8" SECTION 1 O I- 'I G R At. l)LL S 24" _ ' 4 " flOK• \MAU TALE EVERY lb"o.C. � Kew g'aMaire if`- 5ECTIO N ti • 1 " 4 • Exfs ?r1v_ 4 GENERAL NOTES COMPLIANCE: WORKMANSHIP , MATERIAL AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE LATEST EDITION OF THE SOUTH FLORIDA BUILDING CODE, AND APPLICABLE NATIONAL ,STATE, AND LOCAL CODES AND PERTAINING REGULATIONS ESTABLISHED BY RULING AUTHORITIES HAVING JURISDICTION. CONTRACTORS L ALSO MEET OTHER RECOGNIZED STANDARDS AND REQUIREMENTS WHERE SUCH ARE MORE STRING THAA THOSE CITED ABOVE. REFI u_ JO I N "1n/I Mo R r, Post -it' Fax Note 7671 Data,. , fy l �i of ► �` pege3 To From (/~ Co. /Opt. d, z Co. Phone t x Gar r /° v Fax x Fax M MAP aic 22 '94 13:14 AT &T FAX 9025EX AV T.M. Building Products, LTD 601 N.W. 12th Ave. Pompano Beach, FI 33069 ACCEPTANCE No.: 93-0322.2 "" PLEASE NOTE "" • MAETRQPOUTAN DADE COON 1 T FLORIDA METRO -DADE FLAGLER BUILDING • PRODUCT CONTROL NOTICE OF ACCEPTANCE BUILDING COPE COMPUANCE DEPARTMENT SURE 1!803 y1ETRO.DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI. FLORIDA 331304563 (305) 875-2901 MX (305) 375 -2908 Your application for Product Approval of Series 200 French/Balcony Aluminum Swing Door System under Chapter 8 of Metropolitan Dade County Code governing the use of Alternate Materials and Types of Constructions, and completely described in the plans, specifications and calculations as submitted by "ami Testing La r c Re ort No. MTL -15242 by John C. Olson. P.E. dated July 27, 1992 has been recommended for acceptance by the Building Code Compliance Office to be used in Dade County, Florida under the Specific Conditions set forth on pages 2 an 2c and the Standar.g snditions (m page 3 For Gl Pro . it Diamond, P.E. EXPIRES : July 31, 1996 • roduct Control Division Supervisor • THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. APPROVED : AUG 0 2 19 9 3 Charles Danger, P.E. Director Building Code Compliance Dept. Metropolitan Dade County • MP "q4 1= :14 AT&T FAX P,Q25FX _.. _ ..� ..` • r -.J. I.II M. • DESCRIPTION OF UNIT MODEL DESIGNATION: Series "200" French/Balcony Aluminum Swing Door OVERALL SIZE 11' - 3 3/4" wide x 8' - 2 1 /4" high Configuration: 000{ NOTICE OF ACCEPTANCE: ASSIGNED ACCEPTANCE MARKINGS Dade County Approval #93- 0322.2 Expires: July 31, 1996 Approved for installation up to 35 ft. above grade. CAUTION: Elevation must be reduced in the coastal construction zone & SIZE OF VENTS: Three: from the left, one fixed light frame glazed with a clear opening of 19 3/4" by 93 3/4" high; two french door panels, each 36 1/4" by 95 1 /2" high; one balcony door panel, 36 3/16" by 95 1/2" high (OXXX as viewed from the exterior). WEATHERSTRIPPING: Single pile with integral plastic fin in frame sill and each panel lock stile. Double pile with integral plastic fin in frame head, each frame jamb, each panel bottom rail and each intermediate frame jamb. One 1 7/8" by 1" by 1/2" open cell foam pad in frame sill at each interior weep hole, total of four. Frame sill and each frame jamb, 12" from bottom, sealed with a white sealant on the interior. OPERATORS & LOCATIONS: One conventional exterior key operated night latch at lock stile of balcony door and active panel of french door, each 39 1/2" from bottom of stile; a lever handle on interior and exterior of balcony door night latch and a knob handle on interior and exterior of french door night latch. One dead bolt lock at each lock at each lock stile of above panels, 47 1/2" from top of stiles, each operated by key from exterior and thumb turn handle on interior. One 7/8" by 5/16" aluminum bar throw bolt lock at top and bottom of each panel lock stile; each manually operated by a slide operated flush - mounted to interior of balcony door and french door active panel; the operator concealed at french door inactive panel lock stile. One 8" long offset butt hinge at jamb stile of each panel, 5 1/2" from each end. -2- ACCEPTANCE No.: 93 -0322 `" APPROVED ; AUG 0 2 1993 EXEIRES _. : July 31. 1996 SPECIFIC CONDITIONS iI Diarnond, P.E. Product Control Division Supervisor . MAP 22 '94 13:15 AT&T FHX 9025FX= GLAZING MATERIAL: 3/16" tempered glass. GLAZING METHOD: Each panel channel glazed using a flexible channel vinyl glazing bead. Fixed light exterior glazed using an adhesive bedding compound with an extruded aluminum glazing bead on the exterior, with a vinyl bulb between glass and glazing bead. WEEPHOLES: One 1" by 3/8" weephole in the intermediate sill flange at bottom of pocket with a foam pad over hole and one 1" by 3/16" weephole in exterior sill flange, each set located 2" and 34" from right frame jamb and 2" and 70" from left intermediate jamb, total of four sets. j111 NTINS: None. REINFORCEMENT: None. NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS -2a- AN.Vril 1 ■v. ; 7 ,►744 ' , P. 3�� APPROVED : psg 0 2 1993 EXEIRES : July 31. 1996 P ADDITIONAL DESCRIPTION: A 1 5/8" high overall interior sill flange. One 6" by 6" by 1 3/4" by 1/8" steel angle at top and bottom of each intermediate frame jamb, one 6" leg of each angle is installed. inside the jamb and the other 6" leg is secured to test buck with three 3/8" by 2" bolts and nuts per angle. All extrusions used in each door panel is 1 3/4" by 3 ", except each lock stile of each panel is 4 ". A 3/8" threaded rod and nuts used to assemble panels at top and bottom rails of each panel. Gil Diamond, P.E. Supervisor Product Control Division *MAP. cc '94 1 ;: 1A ATsT FA\ 9G1�5F; ACCEPTANCE No.. 93- 032f.. 5 • •...•. �+'k! !ice£$ VY YLW. L. I. • APPROVED : 0 2 1993 EXPJRES -. : July 31. 1996 J OTICE OF ACCEPTANCE: SPECIFIC C9N MTIONS TESTS: SCREWS AND METHOD OF ATTACHMENT INTERIOR WIND LOAD: 61.0 PSF SILL See Sketch on page 2c EXTERIOR WINDLOAD: 61.0 PSF HEADER: FORCED ENTRY : MIL-15242 - 2b- WATER RESISTANCE : 8.30 PSF JAMBS : 8 # 12 x 3" RH SMS centered at approx. 6" from head and sill. AM INFILTRATION : 0.27 CFMIFT NOTE Please see Note # 11. page 3 APPROVED FOR ELEVATIONS UP TO: 35 FT. Above Existing Grade. (Valid until December 31, 1993 when a design pressure of 40.66 p.s.f. rating shall apply). This product must be re- evaluated for structural adequacy when installed within the Coastal Construction Zone in accordance with Chapter 23 Subsection 2309.2 (b) of the South Florida Building Code. t Diamond, P.E ervisor duct Control Division • MAP 79 13 15 AT2. T FAM ?O 5F < ACCEPTANCE No. • • c • li4 0 94 14 ► (7 f t� (Al VAN Ma L) NOTICE OF ACCEPTANCE: 4 (f f•.t.! r(•. N '(Iow 4.r/.4 /..r. ,•••44r•0 it A - A.m.,. f1.,• /J4010 • ••.•,a 2 7 A.... D 1101•17 Alen.* sterol fI•✓ ails, .wa 'WS ..• r g.4t ✓0 _,. -•f ! Y4 • � R.•Mq r•Wi IIM�wi!# �f /Ibs C)7 /►• r a i (�/i % .N wini }Ma► i+i.. ift -.- - •- •• 1 r Y..- i•+r ••••••• swine ..•.w tww.• . i•• •. t (•.*' Irr ..W ..n' .r ..irw ,ar.w . . - - �i ,•.• rag ) - A•..• r•••. ..a.r ...+a: iii.... • Ca) ]4 -Y 1 7' A..•.✓ roar ea• ..oar' .110.01 .. •..•.a ( c.; 7 1 �{ 3Y• f..r .r.•. .vr_r._Ia✓r rt.!f.�. -- — •...• ( l )••• t a . Y . ' 01•■• •O•• ••••••• ft . _ ! . _ ••••11 `N 1 • • so 1 sr' era.•- .....o ••••••••••• a..•• ...a• •• • .1 ♦ Z Ya..oNoa •..s ..w .•..7 .Y. I •• r r.t....• saw .r•• ■•i (ep =. ! K 75••••..a *••'a ••r* t•...P r•) L •A pr✓ 4 L / L'•••1✓ x Y/ prang *v v.,' a•..'.i and art ./,...war ,.l al4. J .� /..✓ ✓�n.....r.'.•l•r• ors*" /at ✓ •.t..' toga's 70 Y/fT Q.0 •••• r.... W a• e.. k/wY •••. I •..‘•••••• Qlra wt !n6 Ar a+.• Nat 1 Pr.: /3. -4 1. 4•n" p '•' ' •A t /.•••• t... Iva, 4 / % r .-•w7 n..►s r•.y w • ••ra.'..••l. .VI 77400411) •••••• • ••••• Ma •• •••• 1) N bl b AA 7 is rc k 1• -2c- •••• APPROVED 2c- APPROVED EXPIRES SPECIFIC CONDFUONS M (I) 1• •. r►4• r .. r• aR ri• . , 93-0322g, 5/5. a:. 7' NG 02 1993 : July 31.1996 o di b) C►>t►) �(+') '% , t- 1 1 • t Gil Diamond, P.E. Product Control Division Supervisor I .. ./•••••■ • 1 FORM 310 -1 8 -2S -93 P.O. NUMBER # CUSTOMER SALESMAN SERIES 310 SLIDING GLASS DOOR (79.3/4) • 4- ORDER FORM HOME DEPOT STORE # 1 4- FULLVIEW l COLONIAL ALL DOORS VIEWED FORM EXTERIOR O = FIXED PANEL X = MOVING PANEL 1.1/2" WATER STOP TRACK WIDTH = 5.3/8" HEAD = 5.1/16" JAMB = 5" PRICE INCLUDES BOX SCREEN & WOOD HANDLE ORDER DATE: I (CIRCLE) (CIRCLE) (CIRCLE) (CIRCLE) SIZE FRAME GLASS 2D STYLE CITY 1 SIZE ( ACTUAL FRAME GLASS CONFIG. STYLE 1 5068 1 59.1/2 X 79.3/4 WHITE WHITE WHITE WHITE BRONZE BRONZE BRONZE BRONZE CLEAR CLEAR CLEAR CLEAR GREY GREY GREY GREY i ���� ; FULLVIEW FULLVIEW FULLVIEW FULLVIEW COLONIAL COLONIAL COLONIAL COLONIAL 1 e068 71.1/2 X 79.3/4 8068 95.1/2 X 79.3/4 119.1/2 X 79.3/4 ! 10068 ! 9068 107.7/8 X 79.3/4 @ WHITE WHITE BRONZE BRONZE BRONZE CLEAR CLEAR CLEAR 1 GREY\ GREY GREY OX0 ' OX0 OXO FULLVIEW ' FULLVIEW COLONIAL FULLVIEW I COLONIAL 12068 143.7/8 X 79.3/4 ! 15068 i 179.7/8 X 79.3/4 112068 i 142.3/4 X 79.3 /4 WHITE WHITE WHITE BRONZE BRONZE BRONZE CLEAR CLEAR CLEAR GREY GREY GREY XO OX I OXXO OXXO FULLVIEW 1 FULLVIEW FULLVIEW COLONIAL COLONIAL COLONIAL 16068 190.3/4 X 79.3/4 200681 238.3/4 X 79.3/4 FORM 310 -1 8 -2S -93 P.O. NUMBER # CUSTOMER SALESMAN SERIES 310 SLIDING GLASS DOOR (79.3/4) • 4- ORDER FORM HOME DEPOT STORE # 1 4- FULLVIEW l COLONIAL ALL DOORS VIEWED FORM EXTERIOR O = FIXED PANEL X = MOVING PANEL 1.1/2" WATER STOP TRACK WIDTH = 5.3/8" HEAD = 5.1/16" JAMB = 5" PRICE INCLUDES BOX SCREEN & WOOD HANDLE ORDER DATE: The VIKING Truss Fabricator must furnish a copy of this design to both the builder and txue8 erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design $pacification 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 galvanised Steel and applied to both faces of each trues at each point. IITBER of the same species with equal,or greater stress values may be substituted. FABRICATTO — Lumber must be accurately cut and fitted together so that all members at each joint are n s�outac a ong the jbints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise - aTensioned. 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 S" bearing widths, permitting a maximum overall span increase of A ". LATERAL BRACING: This truss has been designed assuming the top chord is 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. Persons using such trusses ere cautioned to seek profesaional 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 2%4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. 1- 5/16 "_ Symmetrical about centerline. VIKI BUTT JOINT I\ 5 - 6.3 to 34' -8" 5T -21 to 30' -8" — 1 -7/8" for 5 -6.3 2 -1/4" for 5T -21 5 -9.0 to 34' -8" 5 -8.1 to 28' -8" t THREE CAMBER BOTTOM CHORD 1/2" AT CENTER. ALTERNATE JOINT 7 5 -6.3 to 34' -8a 5 -5. to 28' -8" 3- 1 - 1/2" EQUAL c CONNECTORS 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 NOTE: Hemlock to be W.C. Hemlock. r 1300 #C 590# d . 1 e 590# c 3900# 12 Symmetrical about centerline. 3 2x4 Top Chord 34' - 8n 32'-4" 29' -8" 1,2 SPACES 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 2x4 Btm.Chord 3 -8" j4. - 8" 341 - 8" 3-4.5 to 34' -8" T -10 to 32' -8" LUMBER Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind. Hemlock 4950#T 1300#T 34' -0" Clear span 5 f 510 / 640# b 6100#T 350#T 1 2x4 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 77 psf 5# 33 -1/3% unit a stress increase R =1870# Equal areas 3 -14.4 to 34' -8" 3 -12.6 to 34'-4" 3 -10.8 to 29'-4" • 2x4 Btm.Chord • CI • i H A 1 0 0' 0 of O 0 0 • CO H m H 0 0 ey c7 • 1 1 CO 0 o+ i CO 2 = co 0 ro C]H t1 ti Co N In iw o' 0 to o 0 "N Phone AC -305 566 -5471 /P_# ,D -MUL - 3- 34 Dale Nov 18 19-GS CSI Pane / ZX y # / so, pne M= W6e)(!?)/ 10 = (90)(5 10 = 3060, -/6 Ax I rprG2 = P= 27C P M (A)l Fc) ('nc.) (Z)( F6)(/ /7c. 6270' 3080 1n -1h5 (5.89)(/350) (/.33) ( 0.593 O, yO 0. 999 2.57 "I 3.22" 7.07 9.00• d3 Plate 3 -4.5 84 Plata 4 -3.6 late 5-4.5 5-5.4 4.50 120.2 124,7 87 Plate M9 Plots 11.6 3 -5.4 13.9 7 -4.5 7 -5.4 31.8 9 -7.2 64.8 MULTISPIKE SIZES 4 -4.5 38.2 . 9 -9.9 3-6.3 16.2 5-6.3 28.4 7 -6.3 89.1 44.5 3 -7.2 18.5 4 -5.4 17.4 5-7.2 1 32.4 9 -12.6 7 -9.9 113.4 3 -8.1 20.8 4 -6.3 20.3 5-8.1 70.0 36.4 108.1 9 -16.2 7 -15.3 3 -9.0 23.1 26.1 5-9.0 4 -8.1 40.5 145.8 25.4 • 3 -9.9 5-9.9 4 -9.9 44.5 I' DIKING CONNECTORS, INC. 7.2" 3 -10.8 31.9 27.8 5-12.6 56.7 F 7.2" 71.9 1.29" 7.07" 1.29" l 1.8 "- 77-32 (hortz. steps are 0.9" and vertical steps ere 1.93" except where shown). • .647" '. 5" .643" __ 1.8 5T -21 (horiz. steps ere trend vertical 'tape ere 1.286" except where shown). 4 -12.6 3 -12.6 32.4 40.5 5 -14.4 64.8 2.57" 9.2 3 -14.4 37.0 111 4.5" I 37 =10 4 -14.4 46.4 5-18.0 81.0 0 9" 1 1.285" 7.6 � 1.6 LI O.11.285" 9 I FFF'''' 1.285" I I t 1 5.4 ���" 3T_12 1 5.4" 1.8" Z -5 ereeTi.61n f 6y" • LIGHT ROOFING HEAVY ROOFING Asphalt shingles Sheet Metal Aluminum, etc. Slate, Barrel Cement Tile, Terra Cotta, tile, etc. 8' -0" Max. for 2X4 Too Chnrd 12' -0" Max. for 2X6 Top Chord -5 (tvp) 16d Halls 2 2X4 lateral brace required when length of center vertical member ex- ceeds 6' -6 ". Dimension "8" 1 -5/8" 2X6 #1 So. Pine Const. Fir or onst. Hemlock Copyright 1965 Date June 1, 1965 Viking Connectors, Inc. Dwg.# Sheathing Gable End End Well All vertical webs spaced 2' -O" o.c. 5T -21 to 30' -8" 5 -6.3 over 30' -8" 5T -21 to 30' -8" 5-6.3 over 30' -8" WITH OUTLONERS Gable End Details WITH OUTLOOKERS have the same lumber and plate requirements as Gable Ends WITHOUT OUTLOOKERS (above) except as detailed below. End Wall --� Sheathing 3' -6" Max.(Hvy.Raafing) WITHOUT OUTLOOUE 4S Lath or furring strips NOTE: 8 dimension must not be larger than A dimension. 1 4 -5.4 Z -5 (typical) TRUSS SPAN 2X4 #1 Southern Pine 1500f Ind. Fir or 1500f Ind.Hemlock 2' -0" to 6' -0" Dimension "A "(to be equal or larger clip - oubie- wlen- i Dimension "8" 3'- 0 "Msx.(Lt.Roofing) 2'- 6 "Max.(Hvy.Roofing Gable End eth or furring strips 1 -1/4" All vertical webs spaced 2' -0" o.c. ELEVATION CF HEEL DETAIL WITOUTLOOKERS Outlooker (Single @ 2' -O" o.c.) nails 4 framing for each outlooker up trusses Dim. "A" is over 2' -O ". Outlooker(single @ 2' -0 ". o.c.) 16d nails 6 framing clip for esch outlooker ouble Trusses GADLE END DETAILS 5 -5.4 to 30' -8" 5-6.3 aver 30' -8" Pitch to match truss LUMBER All lumpzr shall be minimum, #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. TOP CHORD shall be 2X4 minimum. BOTTOM CHORD shall be 2X3 minimum. Webs shall be 2X3 minimum. PLATES- VIKING Connector Plates are 20 gauge galvanized steel end applied to both feces of each truss et each point. 1" Nominal sheathing or 5/8" plywood Plate / / // Gable & Truss i / TRUSS SPAN 2' -0" o.c. OVERHANG WITHOUT 0UTL00KER (Typical Section) Heel Detail / /i //, i, / 2' -O" o.c. For Single Outlookers 4' -0" o.c. For Double Outlookers Outlaoker(s) 3 -7.2 — 5 -8.1 3 -7.2 SPECIFICATION FOR 3 -7.2 Lath or Gable End furring strips @ 16" a.c. or 24" o. 1 %3 or 1X4 @ 2' -0" p.c. end runnirg in the same direction as the truss bottom chords. Continuous nailer. ALTERNATE CEILING FRAMING 0 0 K\ C..- 0 tO a• u) o LA A C. D GAB u Copyright 19 VIKING CONNECTORS, INC. Date 9/1/67 Dwg.# 'File # D- Gpr- 4 -34 -55 ( ) TRUSS SPANS (Maximum), BOARD FEET and BEARING REQUIRED for girder Ph AC -31 566 -547: GIRD SPAN BD. FEET Truss span for SINGLE mbr. girder BD. FEET Truss span for DOUBLE mbr. girder BD. Truss span for FEET TRIPLE mbr. girder 14 15 16 40 43 46 17-0 15 -8 14 -6 35 -4 32 -8 30-8 39 -6 37 -o 34 -2 8o 86 92 35 -4 32 -8 30 - 8 40 -0 40 -0 40 - 0 120 129 138 40 -0 40 -0 40 -0 PINE •1• ,, 4 .1. 34 p.r 55 ,6 & 8 17 18 19 5o 53 56 13 -6 12 - 8 12 -0 28 -8 27 - 0 25 -4 31 -4 28 - 8 26 -6 100 106 112 28 -8 27 -0 25 -4 40 -0 40 -0 40 -0 150 159 168 40 - 0 40 -0 38 -8 NONE b 40 - 0 20 21 22 60 63 66 11 - 4 10 -8 10 -2 24 - 0 22 -6 21 -0 24 - 6 f 120 126 132 24 -0 22 -8 21 -6 40 -0 40 - 0 40 -0 180 189 198 36 -6 34 - 8 32 -10 4o - n 40• 40• 23 24 25 70 73 77 9 -8 9 -2 8 -10 19 -4 18 -0 16 -10 140 146 154 20 -8 19 - 8 18 -8 39 -4 36 - 10 34 -8 210 219 231 31 - 4 30 -0 28 -6 40• 40 40 WS 1435 N. E. 13th. Ave. Ft. Lauderdale, Fla., 33304 26 27 28 8o 83 87 8 -4 8 -0 7 - 8 16 -0 15 -0 14 - 2 160 166 174 18 -0 17 -0 16 -6 32 -4 30-6 28 -8 240 249 261 27 - 6 26 -4 25 -6 40 40 40 29 30 31 90 93 97 7 - 4 7 -0 6 -8 13 - 4 12 -8 12 - 2 180 186 194 16 -0 15 -2 14 -6 27 -4 26 -0 24 -6 27o 279 291 24 -8 23 -8 23 - 0 40 38 36 32 33 34 100 103 107 11 NONE • 11 -8 11 -2 10 -8 NONE • 200 206 214 14 -0 13 -8 13 -4 23 -4 22 -2 21 -0 NONE • 300 309 321 22 -4 21 -6 20 -8 34 33 31 [ONE o 1INIMUM BEARING I C X � � J :' ) : I \ :' N \ � \ \\ Y � 1 \\ \ \�\ Sc� Scab Scabs Scabs CO� DITIONS. See back for details — I N X CO I1 = Scab O ft. \ T 1 ` 1S t Scab 9 -16.2 ALTERNATE 7_�\ 5 -9.9 CONSTRUCTION block —�� -- :99, 8 12 0 3 -4.5 ____� 0 �-,� 12 X6. X4 7 - 9.9 : 12 X 14 5 & -- 1 block y „ .s. 4 -12.6 Omit 4 6 she plate when using 6,,_ 4 -5.4 6" c heel 1 --q. 11 4 height ol8' 2 X8 V � heel bearing. 3 Splice ,.____..1_ d/4 ± 6' 7 -9.9 g 4 -9.9 4" ---- height d d bearing PINE 2 Pg. G -3 Copyright 1967 ' VIKING CONNECTORS INC. I Date 9/1/67 Dwg.# I File # PINE D- Gpr -4 -34 -55(6 & 8) (BACK) 2 & 3 MEMBER GIRDER ASSEMBLY REQUIREMENTS PART 2 MEMBER 3 MEMBER NAILS or ---40. 1/2" DIA. THRU BOLT FASTENER 0 — Bottom Chord (1/2" dia. dia. truss hanger bolts are ac 31 1/2" dia. thru t at each panel point. CORD � 16d @ 16" o.c. One at each panel point 1 nails at 16 "o.c, or I nails at 24 "o.c, WEBS*- -♦ 16d @ 16" o.c. ` ' every BOTTOM CHORD SPAN of supported truss to Use OA Q or © 1/2" DIA. THRU BOLTS ' (A 12d FAILS B 16d NAILS � 1/2" C I THRU BOLTS b= bolt n =16d nail Total in BOTH feces Total in BOTH feces Quantity 2' -0" bolts points 0 c / c Quan. every 2' -0" c / c Quan. every 2' - 0" b= bolt n =16d nail bolt 1 bolt 1 bolt 6' -8" 10' -10" 15' -0" 14" 12" 11" 1.7 2.0 2.2 16" 14" 12" 1.5 1.7 2.0 1 bolt 1 bolt 1 bolt 1 bolt 1 bolt 2b or lb +ln 19' -2" 23' -4" 27' -6" 9" 7" 5" 2.7 3.4 4.8 10" 8" 6" 2.4 3.0 4.0 1 bolt 1 bolt 1 bolt 2b or lb +3n 2 bolts 2 bolts 31' -8" 35' -10" 40' -0" 4" 3.5" 2.5" 6.0 7.0 10.0 5" 4" 3" 4.8 6.0 8.0 1 bolt 2b or lb +ln 2b or lb +3n DESIGN STANDARDS: This draw ng has been prepared to meat applicable provisions of the 1962 edition of the "National Deaign Spocificatlone for Stress -Grade lumber and to Footoninge" b National Lumber Manufacturers Association, and "Design Specification', for Light Metal Plate Connected Wood Trueees" by Trues Plots Institute. VIKING CONNECTOR PLATES are 20 gauge galvanized steel and applied to both faces of each trues at each point. FABRICATION: Lumber must be eccurataly cut and fitted together no that ell members et each ,joint ere in snug contact along the joints. When unit consists o more then ono trues, fabricate each truso separately. PLATE centerlines shell coincide with joint centerlines or shall be located by circles "0" unless otherwise dimensioned. OVERALL SPANS are based on nominelearing widths and may be increased by as much so 4" at each wider bearing when using nominal 8" bearing widths, per- m tting a maximum overall span increase of 8 ". BEARING: See sketches directly below trues open columns. GIRDER ASSEMBLY REQUIREMENTS ere charted directly above these General Netne. LATERAL BRACING: Thi se girder has been designed assuming the top chord la laterally braced at intervals not exceeding 3. -0" o.c. VIKING CONNECTORS, INC., beers no responsibility for the erection of girders in accordance with this design. Persons using such girders ere cautioned to nook profnsalonel advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific appllcetione. Lau shell be dl Southern Pine. DESIGN LOADING: AXIAL FORCES ehaun in lower right hand ALLOWABLE STRESS INCREASE: 6 D load on roof 45 pef Corner era busd on roof trusses supported 77 -1 /7% ellownd for short All web members 2X6 unless other- load on ceiling 10 pat on one side of girder plus a 1 foot strip Limo loading. wise specified. Lumber of the soma ape les with Total load 55 pal of roof load on the other aide of girder equal or greeter stress vslua any be substituted. for voodoos load conditions. SCAB ATTACHMENT DETAILS \ 15% Live load reduction for tributary area. / I �11,� II �.� II NOTE: 741117 Ill For TRIPLE member girder use (9)16d nails each scab. For SINGLE or DOUBLE scabs on single or double members use AXIAL FORCES AT MAXIMUM LOAD `12d nails each scab. 9 nails • • • • • • • 12" for 4/12 14" for 3/12 16" for 2.5/12 5,770#T 14,230#C 2X6 scab 10 1 0#r NOTE: ALL scabs to be shop applied. _ 13,5• R =6570# Pg. G -3 Sack Copyright 1965 V1kin• Connectors Inc. Ow cut from 2x6 or es required Valley Member A 4' 3 -4.5 Valley Member 8 5 -4.5 Valley Member C 3 -4.5 Valley Member 0 3 -5.4 • i M 5 -6.3 3 -5.4 3 -2.7 or Z -5 [(typical) E ' M Volley Member E 20' 2x4 on edge. Leterel brace of center vertical member vertical member to double the thickness when vertical exceeds 6' -0 ". Equal 'r f 5 -6.3 spaces 2 -5 or 3 -2.7 . EQUAL Date Feb. 1, 1965 8' I 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 X4.5 (1) 16d nail to laterally brace the —a—top chords of these trusses when the 12' Itruesos do not have sheathing on them. 16' -Truss top chords , Typical plate to be used in splicing either 5-6 3 J top or bottom chords. 12 PIGGY BACK DETAILS This Piggy -Beck Detail is taken from page #10 on top of Hip #1. Piggy -Becks ere the same in structural construction as Valleys except for shepe, and the bottom edge of the bottom chord is not beveled. Placement in the building is in the opposite direction to Valleys, (Placement is parallel to and on tap 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. VALLEY DETAILS A thru E ere typical valley trusses as shown an eheet #10 The largest valley trues ie shown to be a guide for valley truesee larger than the 20' Valley Member "E ". 3 -4.5 required when length exceeds 6' -6" or add SPACES Length es Required Valley Minimum of one 16d nell into each truss top chord. 2' -0^ o. c. I Varies to match roof pitch TYPICAL LARGER VALLEY 3 -2.7 or Z -5 (typical) Q VALLEY a PIGGY B CH DETAILS OPTIONS 1 F. 2 SECTION M -M 3 -2.7 or Z -5 (t picel) PIGGY BACKS t - E - Top Sheathing Truss or Hip Lumber - Minimum allowable unit streesue. c - 560 pei Compression parallel to grain f - 750 pei Extreme fiber in bending Bottom Chord end Webs shall be 2x3 minimum Webs shall be 2x3 minimum Platen - Viking Connector Plates are 20 gauge galvanized steel and applied to bath faces of each truss et each point. OPTION 3 750 pei Tension parallel to grain 1,540,000 Modulus of Elasticity Chord shall be 2x4 m!nlmum Rip 2x6 to make i two pieces for bottom chords. _L Saw cut to match - - truss pitch. height 3 -6.3 height 2 et 1 I 6' -0" MAXIMUM 1 IMPORTANT NOTE Piggy Back units are set directly above and parallel to the supporting trusses under - neath and therefore do not laterally brace the truss tap chords. To be sure that the supporting trusses function as designed one of the following methods of bracing the top chord must be used. Continuous lateral bracing. OPTION #1 - Extend and attach ell sheathing before applying Piggy Back units. OPTION #2 - Extend and attach a portion of the sheathing so there is 3' -0" or less between rows of sheathing. OPTION #3 - Provide continuous lateral brer.ing (1)(4) to the bottom edge of the truss top chard so there is 3' -0" or less between rows of lateral bracing. Attach with (2) 8d nails to each truss. p- / D )_. •151e VAL v 51 1, ri 16 Design for 28' -4" FINK TRUSS, 3/12 Pitch, spaced @ 2'0" o.c. Design Loading Roof = 45 psf Ceiling = 10 psf Total 55 psf @ 334% allowable unit stress increase. Bottom Chord @ no splice 4-4.5. a 2" ,CS 5 -4.5 NOTE: Only one splice permitted in bottom chor 4 • 4 -5.4 to 28' -4" 3 -5.4 to 26' -8" ALTERNATE JOINT 28' -4" • The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing hen been prepared to meet applicable provisions of the 1962 edition of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; end "Design Speclficetlons for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates ere 20 gauge galvanized steel and applied to both feces of each truss at each joint. LUMBER of the name species with equal or greater stress values may be substituted. FABRICATION: Lumber must be accurately cut end fitted together ad that all members at each ,Joint are in snug contact along the joints. Plate centerlines shell coincide with joint centerlines or shell be located by circles "0" unless otherwise dimensioned. When unit consists of more than one trues, fabricate each truss :sep- arately.. Nell 2 truss units together with 12d nails at 12' o.c., 3 truss unite together 16d nails at 16• o.c., bolt 4 or more unite to- gether with 1/2' die. bolts et 3. -0" o.c. in addition to 20d nails et 16" o.c. unless otherwise specified. OVERALL SPANS ere based on nominal 4' bearing widths and may be increased by as much ee 4" et each wider bearing when using nominal B" bearing widths, permitting e maximum overall span increase of B'. LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at inter- vals not exceeding 3' -0" a.c. VIKING CONNECTORS, INC., beers no responsibility for the erection of trusses in accordance with this design. Pereone using such trusses are cautioned to Beek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. Minimum Lumbers Z -5 Splice 5 -6.3 to 28' -4" 5 -5.4 to 26' -8" Top Chord W ebs Bottom Chord - 5 -4.5 OM e 1435 N. E. 13th. Ave. Ft. Lauderdale, Fla., 33304 2x4 #1 Southern Pine 2x3 or 2x4 #2 Southern Pine 2x4 #2 Southern Pine c 12 2 1 FORCE DIAGRAM 1" = 2000# CS1 C -i 2)c /S,. Pine 442o iPc 5 :89x J.33)c/35o 3 -9.0 to 28'-4" 1- 5/16" 1 3 -8.1 to 25' -4" Camber bottom chord 1/4" @ 1/3 points. + 90 (.3,9) /ox /33x3.56x/600 .4la*.S9/a / ■ .00 f-. loot; act, 0K d 'w11 I�IC z C i••• O 7C U 7 1D ID C O ct (D C7 0 y CO 0 o� Ph AC -305 566 -5471 The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truoo erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provielono 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 Truoees" by Trues Plate Inotitute. VIKING Connector Plates are 20 gauge galvanized steel and applied to both faces of each trues at each joint. L SBEd of the same e1.ecies with equal or greeter Stress values may be substituted. PABRICAT!G' Lumber moot be accurately cut and fitted together so that all members at each joint are .n e�tacT M:7g the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwlee=insioned. OVERALL SPANS ore 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 to latex ally braced at intervals not exceeding 3' -0" o.c. VIKING CCl'IECTOBS, INC., been no responsibility for the erection of trusses in accordance with this design. Persons using ouch 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 applications. NOTE: All webs shall be 2X3 or 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Only one Butt Joint A or B permitted in bottom chord. NOTE: 1962 N.D.S. edition. 5T -21 Camber 1/2" at center 4 -5. to 25' -8" 3 -6.3 to 22' -8" 3 -5. to 20' -8" CONMECTORS 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 a R -1375# FORCE DIAGRAM 2x4 Top Chord 25' - 8" 25' -8" 25' -O" NOTE: Hemlock to be U.C. Hemlock. 2x4 Btm.Chord �5x - 8" 25' -8" #2 K.D. So. Pine #2 Southern Pine c b 5 65# 2 g20 4C 4 0 39? 1 a 1 u 3840#T Li m 40# R 25' -0" Clear span 12 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 3 -8.1 to 25' -8" 3 -7.2 to 23' -0" 3 -6.3 to 20' -0" 3 -5.4 to 17'-4" L U M B E R Max. Overall Spans 1200f Ind. Hemlock M 540# 1200f Ind. Doug. Fir 2x4 Top Chord DESIGN LOADING 795#T Roof 45 psf Ceiling 10 psf Total 5 psf 33 -1/3% unit. stress increase 2x4 Btm.Chord -1 0 I- 0 X C1 0 '1 Jq 0 CI 0' o et 0 df � f1 0 (3. O ) 0 n1 H d 0 Phone AC -305 566 -5471 k A of • 0 6 r V The VIKING Truss Fabricator must furnish • copy of this design to both the builder and trues erector. DISIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design prc ca on or 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 galvanised steel and applied to both faces of each truss at each joint. LUMBER of the ..Ame species with equal or greater stress values may be substituted. TABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are n snug nug contact - 0 g the joints. Plate centerlines shall coincide with joint centerline. or shall be located by circles unless otherwise -aIiemsioned. OVERALL SPANS are based on nominal 4" bearing widths and say 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 trues has been designed assuming the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKING CCNNICTOBS, 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. 19 N.D.S. edition. Hemlock to be W.C. Hemlock. Web Members shall be 2X4 - #1 Southern Fine, 1500f Industrial Fir, or 1500f Industrial Hemlock. 300#f A 1B0 1470 1 2930 #T F 590# 4 -9.9 6.50 #T B 2800 1220#T 1100#C J 6' -8" CANTILEVER NOTE: For opposite end of truss see: File #D- MUL- 3- 3 - 55. 590# r 3730#T C 28 660# 6/ 2340#C Al: R R.2640# eb otating point. 2X4 7 D 2340#C E 6' -8" Cant. 5 -9.9 585# Rotates to vertic Move_ to left L= 3 -8" = MAXIMUM BOTTOM CHORD LENGTH 12 3 -6.3 3 To 61 -8" Cantilever A CAMBER BOTTOM CHORD TO MATCH DJ ?CENT TRUSSES VIKING CONNECTORS LUMBER Max. Overall Spans #1 Dense So. Pine # R.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock # Southern Pine Construction Fir Conet. Hemlock FORCE DIAGRAM 2X4 Equa '-'14111%P areas AO NV MIS Over 4' -6" Cantilever 1300 3 - 6.3 2X4 Top Chord 34'-8" 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 2X4 Btm.Chord j4 ' -6 100#C 585# I A I B 59 # } =5o* LUMBER Max. Overall Spans 1500f Ind. Doug. Fir 1500£ Ind. Hemlock #2 R.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 608# r 1900#T I C 600 540# 2X4 Top Chord 32 ' -4" 29' -8" 3800#C 233 6 7 DESIGN LOADING Rcof 45 psf Ceiling 10 psf Total 35 psf 33 - 1/3% unit stress increase 1 3600#T 700 #T Equal areas 2 2' -0" Max. verhang 2500#T F 5 550#/ 4' -6" CANTILEVER I Camber up 1/2" �l N M � ,. F� 750#T ,1 2260#C 1 4 4' -6" R R -2450# D 2X4 Btm.Chor d 34' - 8" 34'-8" 565# E r m.mme r0 N41 0 17 o rr 0 N 0 • D cf M 0 I m • N 0 0 CO • 0 4t m H 0 • it, ^ Phone AC -305 v • 566 -5471 FILE D- MUL(oc) -3- 34/4 - 55 NO DATE ", AQc 2, 1944 PANEL D -7 2xd- 1500 f 11.1D. Vt/. H E M LOC < Z M = u1Q x 12 * 90 K <5.5) x12 _ 3440 I►... I bs 9 AXIAL FoQc =P- 241o#T c.5.1. 1_ ( b = 1 S o o P s. ( Cit ( FT) (z) ( rt.) c.s Z = 24Io *T + 3440 1w1- 165 ( .5(0)(1500) 0.274 4 0.C384 0.958 L 1 O4 /3 Plate 2.57" 3.22! I 6.50. /4 Plots 6 -3.6 /7 Plate 7.07• 9.00• /9 P1ete 3-4.5 11.6 11.6 31.8 9-7.2 64. 13.9 124.3 1 NOLTISPIKE SIZES 3-5.4 3-6.3 3-7.2 3-6.1 3-9.0 14.5 38.2 9-9.9 16.2 89.1 18.5 4-6.5 ' 4-5.6 6 -6.3 6 -8.1 17.6 5-5.4 5-6.3 5-7.2 5-8.1 5-9.0 32.4 7-6.5 7 -5.6 7-6.3 7 -9.9 7 -15.3 us 9-12.6 70.0 113.4 20.8 20.3 36.4 108.1 9 -16.2 23.1 26.1 60.5 145.8 3 -9.9 25.6 5-9.9 6 -9.9 44.5 VIKING CONNECTORS, INC. 31.9 t 31.9 1.29 7.07• 1.29• (hart: • t • P. •?S mtl wr tice1 etepe erg 1.93• except where ehmm). Y85 1.285• 11.6 5.4• _ 3T_lY I /- .667. 615. 64. 1 ( 'LJ r T T � � I �' e• .643" t 1.8 5.4• I fill I5 re 1.8• sr .ntl ve 6U ste ere Arse 1.286" except where shown). f + Ft64" 7.2• 3-10.8 27.8 9-12.6 56.7 6 -12.6 3-12.6 32.4 60.5 5-16.4 66.5 3-16.4 37.0 6 -14.4 66.6 2.7" ---I.. I 0 9" 2.57 9.2 11.285• 1 3.6" 1 I f 0.9• 1 1 • • Added scabs to be 2x8 #1 Southern Pine Add 2x8 scabs each side 12' long. NOTE: 16d nails @ 12" o.c. for remainder of scabs. (4) 16d nails each scab 32' 4 -14.4 VIKING connectors are 20 gage galvanised steel and shall be applied to both faces of truss et each joint. Plates shall be located as shown, either centered, or located by circles (o) or dimensions. Tolerance of up to 104 of given area is permitted. CUTTING and FABRICATING requires equipment which will produce snug — fitting joints and plates. OVERALL LENGTHS assume 4" bearing each end. Bearing widths up to 8" msy be used, permitting an increase in overall length up to 8 ". DESIGN STANDARDS conform with applicable provisions of "National Design Specification for Stress — Grade Lumber and Its Fastenings" ( NFTA ) and "Design Specifications for Light Metal Plate Connected Wood Trusses" ( TPI ). FIELD BRACING is not the responsibility of the truss designer, plate manufacturer, nor truss fabricator. Persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected and fastened in a straight and plumb position. Where no ehealbigg is applied directly to top chords, they shall be braced at )'-0" o.c. max. Where no rigid ceiling is applied directly to bottom chords, they shall be braced at 10' -0" o.c. max. Trusses shall be handled with reasonable care during fabrication, shipping, and erection to prevent excessive damage, • 4 . • This detailmay be used with D— HOW- 3 -40 -55 or D— FIN- 3 -35 -55 (4) 2" thru bolts or (8) 16d nails each scab. • 2'8" Dr a By ��J Chkd . B r WR too ing Top Chord 45 psf Bot Chord 10 psf Tot. Load 55 g 53 Dur. Factor + Spacing 2 o.c. • ti" Date 1 • Drwg. No. V56O6 LENGTH 32'0" PITCH 3/12 TYPE TRAY rbc 8" brg. A r,