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801 NE 96 St (2)ML I SHORES VILLAGE P " DING INSPECTION DEPARTMENT TION FOR BUILDING PERMIT Application is hereby made for the , pproyal of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. Date__._ July 2 , 19 71 Owner's Name and Address Carl Paxton - No 8 01 Street N.E. 9 6th St. Registered Architect and /or Engineer.. Obenour Roofing Co. 7357 N. W. Miami Court Name and address of licensed contractor___ Location and legal description of lot to be built on: Lot__ . Block Subdivision Street and Number where work is to be done 801 N. E. 96th St. State work to be done and purpose of building (by floors) galv. fleshings and white shingle tile. and for no other purpose. New Building X Remodeling_______ ___. Addition Repairs No. of Stories To be constructed of Kind of foundation Roof Covering. 40 s qs • Estimated Total cost of improvements $ 4 , 3 2 3 . 0 0 Amount of Permit $ 8.00 _Plan Cubage Install 1 -30 lb. felt 1 -90 lb. slate, Zone cubage required Distance to next nearest building ____ _ . Size of Building Lot.. Maximum live load to be borne by each floor___ I hereby submit all the plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligations as an employer of labor under the Florida Workmen s Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work s public notice or notices as are required by the Act. The undersigned agrees to employ only such subcon . ctors, on work to i � ed under this permit, as are licensed by Miami Shores Village. Remarks-- -- - - ---- - - - -- -- - - -- PLANNING BOARD__ __ (Signed) � � r .ie! STATE OF FLORIDA, COUNTY OF DADE. f Ss. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him stated are true. Permit No 134 1 Date_ % 11� 1. I _ Read, Sworn to and Subscribed before me. Disapproved __ _ _ Date (Signed) . 73: Notary Public, State of Florida - Building Inspector My Commission Expires__ __ DATE Chainnan - _ Member Member Member . _ _- Member ..._ _. Member _ Council Approved _ _Date Disapproved ____ to me well known, ...... Date NOTE: A charge of $1.00 will be made for making corrections or changes to this application after approval has h obtained from the Planning Board. A re- inspection fee of $1.00 will be charged when such re- inspection is made necessary by improper not.'e for insi,...Ion or faulty materials and /or workmanship. • • 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 :met 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 galvanised steel and applied to both faces of each truss at each Joint. LUMBER of the same species with equal or greater stress values may be substituted. PABRICATT10 — Lumber 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 mT enaioned. 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: Thin 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 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. NOTE: 1962 N.D.S. edition. NOTE: All webs shall be 2X6-#1 So. Pine, Const. Fir, or Coast. Hemlock. NOTE: If a double unit is used, attach together with 12d nails @ 12" o.c. through all members of each unit and 1/2" dia. bolts at panel points. If a triple unit is used, attach with 16d nails @ 16" o.c. through all 18' -1" to members of each unit and 1/2" dia. bolts at panel points. 22' -0" If a quadruple unit is used, attach with 16d nails @ 16" o.c. and also bolt (with 1/2" dia. bolts) the top and bottom chords together at 3' -0" o.c. minimum. 9-7.2 GIRDER LUMBER #1 Southern Pine Construction Fir Construction Hemlock One member girder Supported trusses NOTE: See chart above for limitations. Maximum Spans of 3 Supported Trusses' /12 1 Member 13' -8" 13' -8" 2 2 Members 27'-4" �7' -4" 4240#T I 3 Members 41' -0" 41' -O" 4— b 1 14 ,350#T c J20# d 2180# e 21'-4" Clear span Maximum Spans oft 2 "5 Supported Trusse 12 1 Member 13' -8" 13' -8" 2 Members 27' -4" 27' -4" 3 Members 41' -0" 41' -0" DESIGN LOADING 'Roof 45 psf 2180 #T Ceiling 10 psf 1370# Total 77 psf •.. � I4 6 a R FORCE DIAGRAM e A r 33 -1 /3% unit N �+ stress increase p o e m r 0 m ------H d b R= 4360# a 4 0 �ro p H A01 no' p ct 0 0 rt H 0 01 \..11 m 0 CV 9 - 1/2 " B� UT T JOINT 9 -12.6 & (2)4 -8.1'c Symmetrical about centerline. Camber Bottom Chord to Match Adjacent Trusses VIKING CONNECTORS 3 -8.1 51. 2d$ Over 18' -0" to 22'-O" for 2.5/12 Over 19' - 0" to 23' for 3.0/12 1 - 1/2" * 3 2X4 Minimum heel height 0 snore Ai; -3:5 566-7 17 1 x 0 1 N t file . D CA (ha) - 2.S - 2/ - 5S f +� J SU CST_ = ga-fe: tlrrne /965 Sc u_t_d __ ? / 0 / (o 6 I = 13_g - (y ") • 73'-4 X / = 64" t /0= 71 Avec, = (74")( 2?) = > /00 e00 ft' . *. / 1.0S % dec -ec%se in /rue /oa o/ Z,„ t = (7- 8'')(3o/ 1.05 PS-c) r 2 /9 PI4' Dead Load = (7'' -8 ") (2S Ps-c) - /9/ P / (' 7 Load _ '1/0 P //r' To C /4o 6o44 -. Chord 90 PIC 320 Pi(' Panel b -1 Zx Co / So. Pne, = NW-12') (101 to = (9o) ( 3. sz)''( /Z)/ 10 = I3yo1_ P= /ax,gl ¢o,-«. - 05c) tc P, . M (A) (mac) (17� (z) ( -F6)Crnc,) l�>rq o C ¢ /31/o �n - //,s « 93)(/3s ') o) (/.3 (s.14 (l c000)(1.33) 0 • 4- 0.077 0.989 , G3 Picts Q.ti76 Y L3 Plc^;, UM? £ Plc= 1-4.0 1 11.6 6-3.0 m 9-9.2 96.0 3-3.6 113.9 1 7 -3.4 01.T10•102 2I1313 0-4.9 [16.9 1 9-9.9 3-6.3 1 16.2 1 7-6.3 4-0.4 44.9 17.2 110.0 117.6 1 9-0. 9-9 tiri 170.4 9 -90 9.19.7 103.1 9.12.0 9 -16.2 70.0 113.4 10.1 1 0.0 1 6.6.3 imA 1 9-0.1 13.6 3-9.0 1 23.1 1 40 0 130.0 3-9.9 120.6 1 9-0.9 6 -9.9 1 46.0 010I03 C CTCO ICC. 110.0 130 1 27.0 9-12.6 1 23.7 1.4* 7.07• 1.0._1 10 II -R (Moots. 000.0 =a 11.4 03 rastlgl 0t_ va 1.93 co p% 0 00,0 == 1). 7.2• I .607. 6.9' 1.0 97-81 (6prti p, er atop aW vp ttp91 otcpa 1.203' Dam= =aro 64=n). 0 4-12.6 112.6 1 32.4 140.9 Y.7• 9. ":17323 p 7.289• 1 12 4 3.9. IL 1.209• x. 9.4• 4 7T - 1R 116.4 4-16.4 77.0 1 66.6 0.9• X 1,2:3• T - 1.0• 9.4• I 1 io• 6roy • • Copyright :965 11:te Fcb. 1, 1965 ��� t O I '' eyP r e Viklue Cynr ors Too. e i li 1 OC L C iWI! 2X4 ledger nailed to well t,Sth (2) 16d nells O 16' 0. or bolted 48" on center.(By builder) {I KEY T C. . Tup Chord XX . Shim to solid bearing at this point • 2X4 ledger neared to well with (2) 16d nail* 0 16' o.c. or bolted every 48" on center (by builder) Wedge block ' 8d nail Up to 12' Top Chnrde to be 2X4 or larger. 2X4 ledger is to be treated whers,requtred. Tie down clips or Anchor atrepa required where wind 1s above 20 paf or where spociflad in Building Code. See Anchorage Details for further information■ 2.5/ 12 Pitch & Over S C, Vertical le /optional 1 -5'e or '.7 2X4 TC over 36' to 56' 2X6 TC over 42' to 56' Vertical 1s ' optional 2 -5's or - ?.7 Use this style "C' when "a' dimension is not larger than "b" dimension ' e b -5 �1 2X4 3-4.5 3 -5.4 { 36" or 42' mma• Styles C or 0 as cpplicabl• 3 -4.5 2X4 ledger nailed to well with (3)16d nails B 16' o.c. Or bolted 24' on center. (By builder) •1 -5 or . optional Sub fells (by builder), deer side' Far side Sub facia (typ.) 2X4 { {{ (by builder) Ovor 36' to 56" for 2X4 Top (Chord Ovor 42' to 56" for 2X6 Top Chord Over 56'. to 72' Uncle), 2.5/12 Pitch 2X4 ledger nailed to wall with (3) 16d nails 0 16' on Center or bolted 24' an canter. 36' or 42' max. (over 12' to 36" for 2X4 T.C.) (over 12' to 42' for 2X6 T.C.), 2 -54I or Vertical is optional. d nail ■ -2.7 2X4 Use this otyle "D' for ell other conditions up to specified distencee of 36" nr, 42' 2 -5's or 3 -2.7'e �Varttc -1 Le optional Wedge 1e optional. 2 -5's es raqulred badge 2 -5'e or Vertice) is 7 or Over 56' to 72' 3 -6.3 3 -4.5 Neer aide Far olds 3 -4.5 (typ) .e to ten- . Sub facia (by builder) 3 -4 Over t4'. to 3t1' far .1 2X4 Top chord Over 24" to 42' for 2X6 Top chord 2X4 Sub.-fecla (by builder) 2X4 ' P. et oV LEVEL. COFFIT ' OVER- HANG DETAILS • `/10/67 �.y cr 4 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 Nanufacturero Association; and "Desigr Specifications for Light Metal Plate Connected Wood Truism's" by Truss Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each trues at each Joint. LUMBER 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 nn e�tac ng the Joints. Plate centerlines shall coincide with Joint centerlines or shall be located by circles unless otherwise m�enaiomed. 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 lucreaee of 8 ". LATERAL BRACING: Thin 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 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 applicatimna.NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2 %4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. Symmetrical about centerline. 3 -5.4 5 -7.2 L U M B E R Max. Overall Spans #1 Dense So. Pine #1 E.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine 1500£ Ind. Doug. Fir 1500f Ind. Hemlock Symmetrical about centerline 2x4 Top Chord 20' -8" 18'-4" 15' -4" NOTE: Hemlock to be W' C. Hemlock. r -650#T 600# d 860#/ 7200#C 7380; 7860#T L_700#C e 20' -0" Clear span 3 2x4 Btm.Chord 20' -8" 20' -8" 20' -8" 12 2 2.5 LUMBER Max. Overall Spans #2 K.D. So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200£ Ind. Hemlock /r _ 14 50#C 640# 1 8640#T b 8 820 FORCE DIAGRAM R 2x4 Top Chord 2x4 Btm.Chord DESIGN LOADING • Roof 45 psf Ceiling 10 psf Total 35 psf 500# a 33 - 1/3% unit stress increase R =2300# Equal areas 4 0 F 0 p P . H r 00 0 pch 0 o • O h0 H m I-i 0 0 . ▪ re d 0 • • rn tti H 0 z 0 0 H ft) b O fn CO CO 0) H T 3'- 0 " -2 %4 same material as bottom chord. — 1 1-, BUTT JOINT (if spliced) 7 - 9.9 & (2)3 - 8.1's CAMBER BOTTOM CHORD 3/8" AT PANEL POINTS 1/8" 3 -9.9 VIKING CONNECTORS 7' - Set back 1435 ,,.E. 15th Avenue - ,oi•t Lauaerdale, r' orida, r o 0 , c 4 -14.4 • whose AC -305 566 -5471 file # D- 7NI- Z.S -ZO -55 1A/1p 1) Lo - ic Dec 27 /965 Panel b -1 Zxy • 1 S Rine b €n io rv = q Ply' M = (►v) (e z) (I2 V. 9 = ((o) (z,' )` </Z) Y 9 = logo '-/ 6s P: A x ►a 1 farce = 8840 'we 23 51.14 34.9 3-9.4 .87T- 28 P1996 2413.6 3.f6•� E 6 6.69• CSI 21 91699 4.691• tin 1 51•96 74.8 7.07• 21 Rat. 5.7.2 14.2 8820 oho 14s (5 8 9)(i35o )033) ¢ (3.s6) oo)( 35) 0.835 " 0.133 0. 9 6 8 `13.9 411 9-7.2 7 -9.4 4-4.8 • 14.5 32.2 2/1.TI8PI6[ 827E8 • 9-9.9 P (A) (xi) (inc.) 3.4.3 1 214 1 7-6.3 89.1 4-9.4 117.4 I 44.9 3-7.2 112.9 132.4 9-12.6 7-9.9 113.4 . 3.6.1 120.1 1 44.3 1.3 1 2.1.1 70.0 36.4 8-9.0 7+12.3 169.1 9-164 3-9.0 1 23.1 4-6.1 1 60.3 143.9 M - (E) ({S)(ine.) 1 28.1 1 3-9.9 6-9.9 4-9.9 1 44,9 31.9 7.2' 31.9 9I11I90 C9NIECTORS, MC. 3-10.6 1 27.8 9-10.6 (96.7 1.29• 1. 1 . 8• ---- j--I.- n a (11621...9.9. w6 the .6611661 step .2. 1.93 want eihssy shore. 7.07. 643• .� 4-12.6 3-12.6 1 32.4 40.9 '5-14 4 1 64.6 3T -3O 3-14.4 137.0 4 -14.4 1 46.4 2.7• I 11~ z.n� �� 9.: 1.2e9• 0 9• 1 3.8• ^ 0.9 11.1 6 I li 1 _ builder and truss erector. both the uil e '1' ' - fu ^c :ah n copy o • tt. is design to b b a : must The C' %.. s Po`rie Pen - 'N Llora Deo1 n ^ -' -'^ � ^ drawing Lae been prepared to Beet applicable provisions of the a 1 C ...cation for direst -;rode :Limber and its Footeningm" by National Lumber Manufacturers Association; and ▪ s " ^es..tr .. pe c_f: tattoos for Light reta: Plate Connected moo! Trusses" by Truss Plate Institute. - - %; Connector Fla•ea are 2.' gauge galvanized steel and opplied to both faces of each trued at each nT. of the sane elecieo with equal or greater stress values may be substituted. FA S .J 7f7Luaber muot be accurately cut and fitted togetuer so that oil members at each ,joint are contac. A.ng the ,',oints. Plate centerlines she:: co.nc:de with joint centerlines or eheil be :coated tv c.rc :es otherwise - aT «nrioned. C:EPAL SPAN.' are based on nominal 4" bearing widths and may te increased by a much se ,+" at each w:derre...r Ingw. wren u nominal b" bearing widths, g e tax:ma= overall span increase of ' ". LAT'DLL BFAC:N;: This truss has beer. designed ues:ni-g the top chord to laterally braced at .tter•valc n exceer :ng o.c. V:E:NG CCS::CCTOBS, bears no respone:bi:ity for the erection of trua.:esin accordance with this design. Feroons • such trusses are cautioned to Go., lrofeae:onal odv.ce in regard to safety precautions during erection, proper hardltng, temporary tracing and permanent bracing which may be required in specific cat ions. NOTE: 1962 N.D.S. edition. ;:CTE: All web members shall be 2X3 or 2X4 L U M B E R tax. Overall Spans #1 Dense So. line #1 R.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock 2x6 Top Chord 40' -8" 3g' _g" NOTE: Hemlock to be W C. Hemlock. 2x4 Btm.Chord 40' -8" Standard hemlock 37' 1200f Ind. Doug. Fir 1200f Ind. Hemlock LUMBER Max. Overall Spans 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 K.D. So. Fine #2 Southern Fine Standard Fir 2x6 Top Chord 2x4 Btm.Chord 40' -8" 40' -8" 0 0 1 A CO o re 7 7 m F , et s.0 o ti 7 #1 Southern Pine, 1500f Industrial Fir, or 150Cf Industrial Hemlock. NOTE: Only one Butt Joint C or D permitted in top chord and only one Butt Joint A or (2) Butt Joints B permitted in bottom chord. L 3 -9.0 1" 3 -1/4" for 7T -3 Blocks I fl 1 - 5/16" 5 -9.9 to 40' -8" to_ 39' -`" Symmetrical about centerline. 1 4 L -' BUTT JOINT A ' -8 7 9.9 to 40 7 -6.3 to 38' -8" 7T -32 to 36' -8" /- .9 to 40 -8 7 -6.3 to 38' -8" 7 -5. to 30' -8" 2 -1/4" for 7 -6.3 1X4 Continuous lateral bracing. Attach with (2) 8d nails. 1/8" 1' -6" to span /10 Bloc Block BUT V IQCING CONECTOS 7 -6.3 to 40' -8" 7 - 5.4 to 36' -8" jn . dj sta,c anel Pojnt 1 t °m 1 BUTT JOINT B 7 -• • to 40 5 -8.1 to 37'-4" 5 -7.2 to 35' -4" 5 -6.3 to 31' -0" 12 CAMBER BOTTOM CHORD 3/4" AT CENTER. 4 - 6.3 to 40' -8" 3 -6.3 to 38' -8" 3 -3.4 to 3i' -8" 1 -3/ ( 3T -10 to 40' -8" Z -5 to 32' -8" 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330*' 2250 #C 1070# c # b 66 565# Symmetrical 6500 #T about 100 #T centerline. 40' 1 -O" Clear span J 2 12 1,2 4 FORCE DIAGRAM 3 3 0 0 f c b DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 77 psf R =2200# I 3 - 14.4. to 40' - 8" 3 -12.6 to 37' -8" 1 3 -10.8 to 32'-4" I 3 - 9.9 to 29' -8" o nt Equal areas A • N 33 -1/3% unit stress increase . to C J, 0 m r � 0 En in wz Cr) H � C "UM ' En 0^- o 6: H O 1 d 0 0 0 Phone AC -305 566 -5471 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 Manufacturerr Association; and "Deslgr 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. IMMBER of the same slecies with equal or greater stress values may be substituted. FABRICATiUN: Lumber must be accurately cut and fitted together so that all members at each joint are t o snug tact T Sg the joints. Plate centerlines °hall coincide with joint centerlines or shall be located by circles unless otherwise aiWnsioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider bearing wTien 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 per ^.anent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 -#1 Southern Pine, 1500£ Industrial Fir, or 1500f Industrial Hemlock. NOTE: One Butt Joint "A" or two Butt Joints "B" permitted in bottom chord. Symmetrical about centerline. 3 -5. 5 -12.6 Joint "A" 2X6 moms ALTERNATE BUTT JOINT' A 7 -15.3 Equal spaces 4 -4.5 & 7 -9.9 Equal spaces= 1/8" Block BUTT JOINT "B" 1 /8" _ 7 -15.3 VIKING CONNECTORS I 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 Fine Construction Fir Const Hemlock NOTE: Hemlock to be W.C. Hemlock. ALTERNATE BUTT JOINT 2X6 12 ALTERNATE JOINT "B" 3 -6.3 Symmetrical about centerline. 730 #C 2.5 e 2x6 Top Chord 43, - 8n 42' -8" 3 9'-8" 3 -6.3 1435 ...E. 13th Avenue zz _ La...'.erd.._e, . lor:da, 533 2x4 Btm.Chord 43' - 8n 1,2 3 15' -0" Set Back L U M B E R Max. Overall Spans 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 B.D. So Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind Hemlock 73 #T 9300#T L 850#T L 1950#0 43' -0" Clear span FORCE DIAGRAM 12 NOTE: CAMBER BOTTOM CHORD 3/4" AT CENTER ro I� V IW w 2.5 R 2x6 Top Chord 2x.4 Btm.Chord Equal areas 43' - 8" 43' -8" DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase a0 x 'hi ° p H AP. 0 0" p C7 N O �O .t H m m H 0 0 trl .5 4 0 0 H nO Ch m wcn _m � H coo roc C] H t1 t1 G N Ul im O hl 0 CM r Fhone AC -305 5 - 5 4 " H r in ro • 1 3.22• j 7.07• 9.00" M9 Plate File # D - H 115 - z 5 -'4 - 55 Dane : pla n . 3 19106, FZi -F Zx -1 /500-P -Zino! Ile oc �c M = (vocei- )( /Z)/ /0 _ (z o)(.91)''< /Z )/ /o = /,l 1 /1 ,,, - /6s P= AXial rov-ce = 93oo #T CSI = 03 Plate 2.57• r 111.6 3 -4.5 04 Plate 4 -3.6 11.6 P et 5-4.5 5-5.4 4.50" 1 1 24.3 07 Plate 7 -4.5 31.6 9 -7.2 64.6 MULTISPIME SIZES 3-5.4 113.9 4 -4.5 165 38.2 9-9.9 (A)( �c)(mc.) 93oo' /) NS in - 16s (5.89)(/5oo)(/ "33) f (3.s‘)( /Soo)(133) 3-6.3 • 3 -7.2 16.2 5.6.3' 4 -5.4 7 -5.4 7 -6.3 7 -9.9 89.1 44.5 P t M 0,790 o.iG1 0.951 18.5 5-7.2 132.4 9 -12.6 3 -8.1 1 20.8 4 -6.3 20.3 5-8.1, 70.0 113.6 36.4 9 -16.2 7 -15.3 3 -9.0 1 23.1 4 -8.1 5-9.0 40.5 108.1 145.8 3 -9.9 (Z) (+6) (inc.) 25.4 5-9.9 4 -9.9 44.5 1.29• 7.2" .61.3 "_.„1,4._ 1.8 VIKING CONNECTORS, INC. 3 -10.8 31.9 27.8 5-12.6 56.7 77 -32 (horiz. etap. ere MRT vertical steps ere 1.93" except where shown). . 643 " 4r5" 57-21 (horiz. steps ere EVrend vertical atepe ere 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" 1 2.57" � --- 11 31.9 � 1.29" 9 .2 1.285' 1 7.07• 4.5" I 37_30 ���111 1 3.6" I 0.9" [1.6 L l 1.285• 1.285' I 5.4" I 37 =12 5.4" I 1.8" Z -5 Arealr61n2 • 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 Strese -Grade Lumber and Its Fastenings" by Notional Lumber Manufacturers Association; and "Desigr Specifications for Light Metal Plato Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates are ?O gauge galvanised oteel and applied to both foceo of each trues at each joint. LUMBER of the same oleciea with equal or rrenter stress values may be oubotituted. FABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are n on�tac u Tag the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circler unless otherwise meocloned. OVERALL SPAN.; are based on nominal 4" bearing widths and may be tncreoced by as much as 4" at each wider bearing when using nomincl E bearing widthu, permitting a max :sum overall open increase of 8 ". LATERAL BRACE:): This tru:.s has been designed aesuming the top chord is laterally braced at intervals not exceeding 3' -0" o.c. VIKIING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persona using such trusses are cautioned to seek professional advice in regard to safety procnutiona during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: One (1) Butt Joint "A" or (2) two Butt Joints "B" permitted in bottom chord. Symmetrical about centerline. 3 -5.4 5 -12.6 JOINT "A" JOINT "A' - ALTERNATE BUTT On :cosset, any public building authority will be sent s copy or Min daaign bearing an inpranion seal. 7 -15.3 3 -5. & 7 -6.3 1/8" — Equal spaces BUTT JOINT "B" 7 -15.3 CAMBER TOP & BOTTOM 1/8" CHORDS 3/4" AT CEUTER. 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. 9 e Symmetrical about centerline. Equal spaces 900# d 8660#C 2x6 To Chord 42' -8" 41'-4" 40' -8" 7780#T L_1150#T f 42' -0" 1,2 ALTERNATE JOI=ZT "B" 3 -6.3 785# 3 -4.5 2x4 Btm.Chord 42' -8" 3 c 7800# 705 FORCE DIAGRAM 9310#T 1700#C Clear span 13' -0" Set back L U M B E R Max. Overall Spans 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 B.D. ;3o. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f :nd. Doug. Fir 1200f Ind Hemlock b 9500, spj R 12 2.5 a f d 2x6 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 370# 33-1/3% unit stress increase C R =2310# b a VIKING CONNECTRS 1435 .:.E. 13th avenue 'tort -audercale, Flc_.idn, ;3 'Y- 2x4 Btm.Chord1 o 42' -8" wy MS N 42' 7q o v p h 0 I-' 0 0 al ct O H m H • c a 0 . Phone AC-305 566 -,471 r rn m 2.57• 3.22° P at 6.50° 7.07• 9.00° F, le # D - HL 13 - 2.5 - 42 ,Dca.4e : Jon 3 1965 PanE I d- 5 2x6 /so. ene NA= ( cc.)(i2) /. 9 = NoVg,/9)''06 /. 9 = P = /l)<IAI 1 = V,c,„60 � CST 03 Plato 3 -4.5 11.6 04 Plato 4 -3.6 11.6 5-4.5 20.2 07 Plato 7-4.5 31.8 09 Plata 9 -7.2 64.8 3 -5.4 3 -6.3 3 -7.2 3 -8.1 3 -9.0 13.9 I f 16.2 I 118.5 1 , 20.8 - 1 23.1 9-5.4 2h.3 MGLTISP13E SIZES 4 -4.5 4 -5.4 4 -6.3 4 -8.1 14.5 (A)(Fc )(I7c.) C 805 in - /hs g . 9 3) (/ 3 s 0) (133) (g, /q )0600)0 L8.4 S3q /. 000 17.4 32.4 20.3 5-6.3 5-7.2 5-8.1 5-9.0 36.4 7 -5.4 7 -6.3 7 -9.9 7 -15.3 38.2 89.1 44.5 70.0 9 -9.9 9 -12.6 9 -16.2 113.6 o . '-I C2 l 26.1 40.5 108.1 165.8 (Z )(Inc.) 3 -9.9 M 25.4 5-9.9 4 -9.9 44.5 VIKING CONNECTORS, INC. 31.9 7.2 H 3 -10.8 27.8 5-12.6 56.7 1.29° 4 - 1 1 [ 1.29• 1.8• - 72 -32 (horlr. atapa ara 0. ona vortical otopo r a 1.93• except eharo 060en). 7.07" .643. 1.8 63 21 (horlr. otopo 000 and vorticol ato ara 1.286• xcopt 66,00. 90en). 8050 /P2 - /6s 4 -12.6 3 -12.6 32.4 40.5 5-14.4 64.8 1.8" 3 -14.4 37.0 4 -14.4 46.4 5-18.0 81.0 2.7 0 9• 2.57• �9.2 1.285• 4.5 I 32 =10 12:6_11 I`� 0.9• 1; I 1.285 1.285° 5.4 I • M 3T-12 II 1.8• 5.4 } 2_ Rro0T61n ��64 ` The VIK:::; Trurr }ubricator lust fern :on a copy of t1: n am to bot! toe V :e. er and trues ` tor. .+in;; tun been prepnred to np} crble prav:A IA' ' ' ,otir : al resign resi cii'_cr.tlon far :Areas-Grade Lr.ber and :tu Faate:..n r by Lutionul 'u: .brr ranufncturer. Arcoclution; and "Len. -r Gpecificatienr. for L11;i °. :'et::'. Plate Connects.: u - ' ?• :•r'. :r Plate Irutitute. Connector plates u e 23 gauge galvanised °tee: and applied to both faces of each truss at each joint. I' BER of the same cronies with equal or greeter :tree, values r.ay be oubrtltuted. FABHICGT= Lumber must be accurately cut and fitted te•rt..er ro that ull cerber.: et each point are In snug contse a ong the ,+. olnta. Plate centerlin:r al:ul: co_r?,de sat ,j olnt centerlines or °hall be located by circler unless otherwise slcenrioned. C:ERALL G1•A:: • are loaned on no_:inul 4" bearing widths and may be Increased by as much an 4" at each wider bearing when using norinal b" bearing widtbu, permitting a maximum overall span iucreaeo of 8 ". LATERAL BRACING; This truss bun beer. designed asauming the top chord is laterally braced at intervale not emceo3.n; 3' - :' o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusiec In accordance with the. design. Feraons using such trusses are cautioned to seen professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 # Southern Pine, 1500£ Industrial Fir or 1500£ Industrial Hemlock. NOTE: Two Butt Joints "A" & "B" or one Butt Joint "C" permitted in bottom chord. THREE 3 -5. 4 BUTT JOINT "A" 9 -16.2 1/8" 4 -12.6 EQUAL On request, env pudic building authority rill be sent • copy er thie design bearing .n impression seal. 3 -5.4 ALTERNATE JOINT 7 - 9.9 BUTT JOINT 9-16.2 Symmetrical BUTT JOINT "C" C Centerline about centerline except for center panel & Butt Joints. _1/8" Same as above VIKING C.NNECTORS L L EBER :':ax. Cverall Spoons #1 Dense So. Fine #1 K D. So Fine Sel. Str. Fir Sel. Str. Hemlock 1 Southern line Construction Fir Const. Hemlock 2x6 Top Chord 42' -8" 40' -8" 39' -8" NOTE: Hemlock to be W.C. Hemlock. 10,600#T Symmetrical about j f centerline except for center panel. 5 Equal spaces 5 -8.1 BUTT 1 5 NT "B" JOINT"B" 1/8" 5,6 Equal spaces NOTE: CAMBER TOP & BOTTOM 2X4 CHORDS /4" AT CENTER MAI Block 3 - 5.4 8000#T 2700#T 2x6 L I' B E R Btm.Chord : :13x. Overall Soens 42' -8" 42' -8" 4 ?' -8 740#0 l e 740# d 625# 10,600#C 10 600#C 6 3 1435 E. 13th Avenue ___ �. _". F - =fir. , _.. •_ r 820 1500f Ind. Doug. Fir 1500f Ind. Hemlock # K D. So Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 300#T 600# 4 9440#T L 1450#C 42' -0" Clear span 2 FORCE DIAGRAM 12 11' -0" Set Back ALTERNATE BOTTOM CHORD WITH CENTERLINE SPLICE Top C 276 Btm.Chord' cl xv N• � W ore of 0 0 0 01 0 ` d m DESIGN LOADING Roof 45 psf Ceiling 10 psf at Total 55 psf . A e- b 345# 3 -1/3% unit o 9 640/fC m stress increase -, 8 a N H 2.5 I R e ,f d c R.2310# b - a (2) 4 -8.1's , Ow- Equal areas H n 0 m oM 0013 n ci Ph A -305 • 566 -5471 '. n N 2.57° 3.22° 7.07• 9.00° q3 Plots 3 -4.5 q4 Plato 4 -3.6 q9 Plato D- HI /1 - Z.5- H2-55 Da /e: Dec 3/, /9c,5 CSI = 11.6 11.6 Plots 5-4.5 4.50° 120.2 (/7 Pate 7 -4.5 31.8 9 -7.2 64.8 fgnel (o -e 2x k/ So. Pine. ►■A = (w)(Qz)Ci2)/ /o = (90)( /0 = 1- 1,780 In - lbs P= Axial }orCC 10,4000 C /01 600°C 4780 In- 1 6s (8.93(1350 (/.33) O. to lo/ + 0.274 0 . 935 3 -5.4 13.9 24.3 KULTISPIKE SIZES 4 -4.5 5-5.4 5-6.3 X 28.4 7 -5.4 7 -6.3 38.2 9 -9.9 3-6.3 16.2 89.1 (A) (mac ) (Inc.) 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 P M (zz)(fb) ( /nc.) 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 70.0 36.4 9 -16.2 108.1 145.8 3 -9.9 25.4 5-9.9 4 -9.9 44.5 VIKING CONNECTORS, INC. 3 -10.8 31.9 /9)(/(oo)0.33) 27.8 5-12.6 56.7 1 7.2" 31.9 1.29 7. 1.29" 1.8•- .'�' -�a- 7T -32 (hariz. etape are TOTend vertical steps are 1.93" except where shown). 32.4 4 -12.6 3 -12.6 40.5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 46.4 5-18.0 81.0 2.7" II- III r 0 9" 2.57 i l - -- I ` 9.2 I 1.285" I 4.5 31_10 3.6' I I 0.9' 111.6 1.285' 1.285' 5.4" .4 1 �3T_12 I 7.2" I j ��.{.�_ 1 .647• 4 1 5 " -- I i �II + 7 ------- 1.8" .647•_4- -1--1.8 5.4" { 54 21 (horiz. steps era 1.8' Z -5 end vertical slaps ere f Rrae C61n 1.286' except where shown). I - "+t•!64. The VIZ.. :rune cab. : cr.tor haat f•urn -wh a copy of 11 1. n°r :ry tr hot the bu.idrr and truss erector. CEJ:IL ;.1;7b d ; ...cc been prepared to - t ap f L:r rry 1' o i rl nr o the "Gotiorol Deuirn i' esr t.ar' for .�tre.1 - .:urber .,rd Ito Faster r,' , b r, 1� IU-brr rnr.ufrctu »er. Arooelotion; anc "Fe:. .4pec :fiends,' for Light Total Flntr Cerr.ccted rrusuch" Truro 1lut :r.st :tote. rtor i-ls Ire 1-supde gh7vsnized rtee: srIl.e0 to loth facet of e:rt trust rt crct - or t F c''r ,. n .: 1 or grout t 'n: u _a .,_ be cub: .tutod. - ru or -_l :fit a uccurat cat and 1 eu te- rt-.e _tt -• ro Vast ,.. - enber t each ,cant are in ri : • ecn! : :eb a. ccy !:.e P1 to centerline. ci-01 co r-.-,e u L a.nt centerlines er shall be •: located 1 circler ur.lr -- .r., � ' cth:r._ice o :creed. Y}:. ^-AI: 3PA: :. u u: ed an n nal • bearing width. much say be increased by cc uch ac »" ot each wider beur.r.r; when u :.-g nominal beorir.r widths, prrnitt nr c naxicum overall span increase of s IATERAI. BEAC11,li TS:, truss liar been designed aosuainr the top chord in laterally brace. at .ntervnl°. not exceed.¢,- 3' -r" o.c. VIKING CCIMECTOB.4, :NC., bean: no responnibllity for the erection of truest, in accordance with thin denies. Peroanc using cucb trusoeo are cautioned to seek profesolanol ad vice in re,;urd to safety precautions during erection, proper bondlinii, tezporhr:: cruc.ng and per...nent brae,,. c whIch r:cy be required in specific cpplicnt: one. : :CTE: 1962 N.D.S. edition. LUMBER A- #1 Southern Fine, Construction Fir, or Construction Hemlock. B- #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Web members shall be 2X4B. NOTE: Unit shall consist of three (3) trusses. Each truss shall have VIKING CONNECTOR Plates on each face of each joint shown. Trusses shall be fastened together with 16d nails at 16" o.c. THREE 4 -12.6 Equal spaces BUTT JOINT 9 -9.9 —1/8" Symmetrical about centerline except for center panel. VIKING c ALTERNATE JOINT 3 -5. 5 -12.6 3" _4 CAMBER TOP AND BOTTOM CHORDS 7/8" AT CENTER. NNECTORS I P E R K R 2x8 2x6 LUMBER 2x8 : :ax.Overall_Spens ToLChord Btm.Chord Max. Overall Spans Top Chord 1500f Ind. Doug. Fir #1 Dense 130. Line 1 K.D. So. Fine Sel. Str Fir Sel. Str Hemlock #1 Southern Fine Construction Fir Const. Hemlock Symmetrical about centerline except for center panel. 2X8 1/ 4,5 BUTT JOINT 7 -15.3 42 41° 1, ' - 8" -8" NOTE: Hemlock to be W C. Hemlock. e 1435 ...E. 13th Avenue 42 42' -8" ,_8t, 40' -8" 42'_8" 2370#C 2370# / ° 2485# d 35,80.••C v 35,800#C 5 35,8.0 #T 2 1 23,350#T 12,600#T 42' -O" Clear span FORCE DIAGRAM 1500f Ind Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 12' -0" to 14' -0" DESIGN LOADING Roof 45 psf Ceiling 10 psf b Total 55 psf 12 95033-1/3% unit a stress increase 23 800#C 2 . 5 9' -0" Setback LfS d,e c b —a R =6150# Equal areas 2x6 Btm.Chor p µ1 00' 0 0 `a r 0 0 0' a H 0 lhone AC -3C" 0 ¥)Ie D-91-1I- 2.5 - 55(1./,p °l) Daie ' Jon i°, 19C04 Load 9 -0" - (y ») ) =8'8" xYz. 141/ L / fO - 5,14„ (5 p5,c) = 293 P/1 Bencl1 • Top Chord _ ( 145 /ss. ) (293) - ZS/o Pgnel d-y 2x8 I So. Pne 3 Members M : 64)(12.)(f1.,')/ 10 = (2 10 = 19000 -Ibs P= AxtaI 47 ;rce. = 35,80o or P CS -T. M (3)(A )(q')(/9c.) t (3)(z)(F6)6nc.) 15,800 *c /9 Onn in - /6s (3X 1?.Iq t (3)( /s Z3)o oo)(/ 33) 0.5145 + 7 O.74o 0, /9S 3.22" 03 P1.t. '3-4.5 2.57• 9.00" 04 01.t. 4 -3.6 5-4.5 4.50 Li 09 01st. 11.6 11.6 7-4.5 31.8 9-7.2 64.8 3 -5.4 1 13.9 5-5.4 M1LTI5PI SIIES 4 -4.5 114.5 24.3 7 -5.4 38.2 9 -9,9 3-6.3 16.2 5-6.3 7-6.3 89.1 44.5 3-7.2 3-8.1 3-9.0 23.1 4-6.3 4 -8.1 26.1 5-7.2 5-8.1 5-9.0 40.5 7 -9.9 7 -15.3 108.1 9 -12.6 9 -16.2 18.5 4-5.4 17.4 32.4 113.4 20.8 20.3 70.0 36.4 145.8 3-9.9 25.4 5-9.9 4 -9.9 44.5 VIMING CONNECTORS. INC. 3-10.8 31.9 31.9 .29" 27.8 5-12.6 56.7 1 7.07• 1.29• 4 i 1.8 -..1-1 71-32 (hart:. stop. arc end vortical etc,. era 1.93" accept where shown). 7.2" I f .643. 4 5" I .6 -.4 -- 1.8 11 -21 ( hart:. et.p. era a vortical step. era 1.286• except whorl, shown). 3 -12.6 32.4 4 -12.6 • 40.5 5-14.4 64.8 3 -14.4 37.0 '11.6 I 1.285• 1 5.4• 4 -14.4 46.4 5-18.0 81.0 2.7" ___I. I I 0 9' 2.57� - - - � 9.2 1.285" I 4.5" 1 33 =10 3.6" 1 I I 0.9" 1 1.285• 6 1 I 3.8" 5.4• I 1.8• I Rras61 2 n Copyright 1965 Viking Connectors. Inc. r i Dete June 1, 1965 Dwg•# 3T -10 5 -9.9 for 1.5 & 2.0 V Z-5 5 -8.1 for 2.5 & over. 2X3 or 2X48 Bevel edges end attach to Hip #1 with a 3 "X8" nail plate et top end HIP JACK (3) 16d nails at bottom(see detail below for attachments) 2X6 Ledger beveled on top and attached to Hip #1 with 1/2" dia. bolts at panel points and (4) 16d nails at each truce member in contact with ledger. (by builder) Hip #1 45 TOP VIEW 12 Attech End Jeck to Hip #1 with (3) 16d nails at top chord and (2) 16d nails at bottom. TOP CHORD HIP JACK ATTACHMENTS 2X6 Ledger 3 "X8" Nailplete 0/ ---End Jack (top chord attached with (3) 16d nails) Hip Jack Hip #1 (membars as required) 2X6 Ledger 7' -0" Cornar Jack 5' -0" Corner Jack 3' -0" Cornar Jeck 1' -0" Corner Jack 2X6A 4 -9.9 for 1.5 & 2.0 4 -8.1 for 2.5 & over. F NIP JACK FRAMING Toenail to plate with (3) 16d nails 17 x 3 -5.4 3' -0 ", 5' -0" and 7' -0" CORNER JACKS If necessary, bend plate over • — top of Hip Jack. Bend line. "X8" nailplate @ 45 bend. Attech with 12c1 nails (6 each 1 1/8" side of bend and 2 nails @ bend.) LUMBER A- #:. Southern Pine, Construction F:.r or Construction Hemlock. 8- #:. Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. Hip Jeck SIDE VIEW (End Jack end Ledger not shown.) 9' -0" End Jacks @ 2' -0" o.c. Hip #1 2X48 Bevel edges and attach to Hip Jack with (2) llid nails. Toenail to plate with (3) 16d nails 9'- 0" SETBACK 2x6 TOP CHORD 3 -8.1 for 2.5 & over 3 -9.0 for 2.0 3 -9.9 for 1.5. Bevel edges and toenail top end bottom chords to Hip Jack with (3) 16d nails. Toe nail t 2X6A plate with (2)16d nail ��x Z -5 3 -5.4 2X6A 8d nail 1' -0" CORNER JACK 1 /8 "X1" Anchor strap bent over top chord (by builder) TYPICAL TIE DOWN 7/ UN 0 M 11 0 style D JAC (SCt) pitch An, up", paf 55 (2XE V z 5 e• ° :S :a: Truss Fabricator must furnish a copy of this design to both the builder and true" erector. - . - .c drawing hes been prepared to meet applicable precisions of the "Natloral Deai.-a ` . c . : :cntiom ' r . -Grade Lumber and Its Footer. :ngr" by National La. - :ber r..anufacturerr Arsocintion; .:; ec.f ..catioae for Light Metal Plate Connected rood 'T vesen" by Truss Plate Inatltute. Cc= aec•nr rla'ee are 2.7 gauge galvanized steel and ors to both faces of each truss at each of t..e sa=e a;ecies with equal or greater stress values may be substituted. ,'�C =Drr scot be accurately c::t and fitted togetner so that all members at each Joint are n onu: ccotact �. ong the Joints. Plate centerlines shall coincide with Joint centerlines or shell be located by c_rc:e• ..nleaa otherwiee=ensioaed. OVERALL SPAN.; are based on nominal r." bearing widths and may be increased by ao much se a" at each wider bearing when using nominal F" bearing 'widths, ;rrr.tt.ng a = cs.rum cvel ell span Increase of r ". LATERAL B2aC :N,;: This truss has beer, designed cost:mrng the to; chord le laterally braced at intervals not exceef:nr o.c, VIKING CONNECTORS, :NC., hears no ren;onotbllity for the erection of trusses •n accordance with this design. Persons sa ouch trusses are cautioned to seek yrofeso:onnl advice in regard to safety precautions during erection, ;roper :cad:.0 , temporary tracing and ;,--anent bracinr which may be required in specific L ; ;_ rcrttcrs 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. 3 -5. 2' - 0" Max. 1/8" ALTERNATE JOINT B 3 -9.0 -21 BUTT JOINT B 5 -9. I fs VIKING CONNCTOS • r • L U M B E R Max. Overall Spurs 2x4 Top Chord Dense So. Pine #1 K.D. So. Pine Sel, Str. Hemlock #1 Southern Pine 1500f Ind. Doug. Fir 29' -4" 29' -O" �9' -4" 29' -4" #2 K.D So. Pine #2 Southern Pine 1200f Ind. Doug. Fir 1200f Ind Hemlock #1 Sel. Str. Fir 1500f Ind. Hemlock NOTE: Hemlock to be W.C. Hemlock. Symmetrical about centerline arallel 12 • 2.5 CAMBER TOP & BOTTOM CHORDS 1/2" AT CENTER 28' -0" 6000#T f 9' 1 1435 13th Avenue Fort Lauderdale, Florida, 3330 , 2x4 Btm.Chord 29' 28' -8" Clear span 4 BUTT JOINT A ( 3 -4.5's & (1) 5 -8.1 2 %4 _B lock (Bottom 3T - 10 -4a 2 3 L U M B E R Max. Overall pens FORCE DIAGRAM I N m b 2x4 Top Chord f d 8.1575# b a DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase Equal areas 2x4 Btr.Chord Phone AC -3 W' 565_54"1 tr The VIKl1:G Truss Fabricator must furnish a copy of this design to both the builder and trues erector. DE3IG2 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 "Deelgr 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. It'IBER of the sane slecies with equal or greater strewn values may be substituted. FABBICAT.ON: Lumber must be accurately cut and fitted together so that all me4bers et each joint are n snug contacETg the joints. Plate centerlines shat' coincide with joint centerlines or shall be located by circles unless otherwiee mensioned. 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 oveiall span increase of 8 ". LATERAL BRACING: Thin truss ban 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 Beek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Unit shall consist of two (2) trusses. Each truss shall have VIKING CONNECTOR Plates on each face of each joint shown. Trusses shall be fastened together with 12d nails at 12" o.c. 3 - 9.9 • • � r BUTT JOINT 9 -16.2 —1/8" Symmetrical about centerline. VIKING e Blocks TWO 3-4.5 3 -8.1 EQUAL -- 2X6 2X6 SPACES NNECTORS 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. Equal spaces t 7 -6.3 1 3 -8.1 lea- CAMBER TOP AND BO'TOM CHORDS 5/8" AT CFTTER. 2x6 Top Chord. 32' -8" 32 -8 a 32' -8" 1435 N.E. 13th Avenue Fort.Lauderdale, Florida, 33304 2x6 Btm.Chord 32' -8" 32' -8" 32' -8" 1800#C /-5200#0 1100# d 1100# c / 1350# e 19300#C 14400#C L U M B E R Max. Overall Spans 1500f Ind. Doug. Fir 1500f Ind Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock 1700#T 14 *C 800# 1 21,000 #T 19,300 #T 14,400 #T f \--600#T 32' -0" Clear span 5,6 3 1 2 X4 #1 So. Pine only FORCE DIAGRAM Block 12 2.5 7' -0" Setback (2) 3 -7.2's N ° I f d c b a 2x6 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 57 psf 33 - 1/3% unit a stress increase R =3800# Equal areas I- t H 2x6 Btm.Chorda o A F'- o C' O ▪ r N VD . 0' H U 0 Act A � d 0 N 0) r VD rn d fn H ci z 0 0) (-3 WCd N b OD yy Fhone AC -305 i I e D- - - - 5 ( / / y ) Da. 1 e Dec 29, 19G5 13 Plots 2.57" 64 Plate 4 -3.6 P1et 4.50" 7.07" 9.00" N7 P1ete 89 Plots CS r V 3 -4.5 11.6 11.6 5-4.5 L.2 7-4.0 31.8 Pane I .6- 1. Zx y 1 S o. P (2) McMbe M =6 / 8= (96)(y,9 8 = 3aZ..O In - 1b3 AX IG +orcc = ) 7 50* D . 90 7 3 -5.4 13.9 4 -4.5 5-5.4 14.5 24.3 7 -5.4 38.2 (AX (5.8 9)(iSL 0)(/ 33)(Z (3. ) (.':, oo) (1, 33) (2) MULTISPIKE SIZES 9 -9.9 89.1 0.695 f O. Z/Z 3-6.3 16.2 5-6.3 28.4 7 -6.3 1 N,750 * c 44.5 3 -7.2 18.5 4 -5.4 17.4 5-7.2 32.4 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 70.0 36.4 9 -12.6 9 -1'.2 4 108.1 3 -9.9 25.4 44.5 1.29" 4 - 5.9 31.9 7.2" i ry, (� )( c ) (inc.)(Z) 20 - S VIKING CONNECTORS, INC. 3 -10.8 [ .8 5 -9.9 -12.6 31.9 1.29" 1 7. 77-32 (Soriz. steps ere ' 0.9" end vertical steps ere 1.93" except where shown). J ._ 5T -21 (hot z. steps ere am end • rt1cel steps ere 1.286" ex:ipt whore 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 I I 0 9" 2.57 9.2 L I 11.285" ( 4.5" r 3T -10 3.6" I I I 0.9" r1.6 11.2828 1.;15 I 1 .1 F 5.4" 30 -12 64 "_ 'I 1.8" 5.4" 1.8" o res" .51h 1 V' 0 4 Copyright 1565 Date June 1, 1965 Viking Conneetoro, Inc. DwR JL 3-8.1 for 2.5 d over • . 3-9.0 for 2.0 3 -9.9 for 1.5 r Bevel edg.:a 8 attach tc — Hip truss 'Jith 3 "X8" nallplatn of top R. (3) 168 nails in bottom chord (sae detail below for top chord attachment) 3T -10 Attach End Jack to Hip ll1 with (1) 16e nails et top 8 (2) 168 nails :) bottom 2X6 Ledger •''♦♦ 3 "X8" Nail plate r 1/� End Jack (Top Chard �ettached with (3) 16d Hip #1 toe noile) 7' -0" Ef:D JACK Hip Jack Tap Vice TOP CHORD HIP JACK ATTACHMENTS HIP 1,1 (members es required) 5' -0" Corner Jack 3' -0" Corner Jack 1' -0" Corner Jac 3 -6.3 for 1.5 x 3-5.4 for 2.0 3 -4.5 for 2.5 8 over HIP JACK 2X4 or 2X3 #1 2X6 Ledger beveled on top 8 attached to Hip truss with (4) 16d nails et each truss member in contact with ledger 8 1/2" dia. bolts panel points. (by builder). Toe nail to pleto with (3) 16d nails. 3 -5.4 Hip Jack ma Side View (Endjack & ledger not shown) 2x4 i 2x6 TOP CHORDS tercel 3 -5.4 for 2. 8 over 3-6.3 for 2.0 3-7.2 for 1.5 HIP JACK FRAMING 2X6 Ledger 7' 0" End Jack i 2' -U" o.c. i1 Toe nail to late with (3) 6d nails NOTE: 2X6 rafter is 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 H1 So. Pine, Censt. Fir or Const. Hemlock. If necessary, bend plate over top of Hip Jeck. end line 3 "X8" nail plate at 45" bend. Attach with 12 nails (6 each side of bend) 8 2 nails et bend. ip #1 ;r' -0" SETBACK Bevel edges 8 toe nail to — plate 8 to Hip Jack with (2) 16d nails Z -5 Corner Jack Bevel edg n,, 8 attach to Hip Jack with (2) 16d nails top 8 bottom. TYPICAL TIE DOJ'd Toe nail to plate with (2) 16d nails. 3 -5.4 3' -0" CORER JACK Bevel edges 8 attach to Hip Jeck with (2) 16d nails top 8 botttru. 5' -0" CORRZR LACK To nail to plate with (2) 16d netts. 3 -5.4 , LUMBER 1/8" X 1" Anchor strap bent over top chord eby builder) All lumber shell be 2X4 M1 Southern Pinn, 1500f Industrial Fir or 15CCf Industrial Hemlock except , hrrn ahnvn. 88 nail UN 0 i n style 0 JAC (9.5) pStch spat par 55 (2X4 8. (2x6 T.C.) 8 M M ti 7 0 1. ri I+ P. MN z y rn, 7 0 rt w PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Date Job Address s ® / 9 Legal Description Owner / Lessee Owner's Address Contracting Co. 4"/47 Ce21L Qualifier et9t E1 ,e-. SS# Phone 9f - 73'f3- Competency # Ins.Co. ` / o�7 gee ti1L/ am c" Address ll Address Address Tax Folio 2-e JO 5X1e�.7/401/ / /ia77-04rd Signature of Contractor Date: Master Permit # e 75 .- /957 Phone Cd / — or Owner- Builder r N 1 re s : JOHNSON CITARY PUBLIJAMFS M C STATE OF FLORIDA COMMISSION NO. CC718059 MY COMMISSIO EXP. FE : 19 • tary as to Co y Commission C.C.F. � (. Y NOTARY Fire Other Zoning Buildin:, , <lu Electrical Mechanical Plumbing Engineering TOTAL DUE Y;73-44V v. PERMIT NO. STATE OF FLORIDA: • COUNTY OF DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordanc6 :with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. C1 1. Legal description of property and street address: O / A /c fl 0 4 '/, El 5 , 2. Description of improvement: AF /Aig- 3.Owner(s) name and address: \4J,' 6 A //fit Q / /LL� W ,, Interest in property: tfijs/it0e'2 Name and address of fee simple titleholder: 4. Contractor's name and address: / 6. Lender's name and address: 9. Expiration date of this diffejent date is speylffie f1 Joseph's/ /1 ,, to and subscribed before me this Iday of / i y Sigrlofylk of Owner SW Notary Public My Commission E NOTICE OF COMMENCEMENT 1/ 3z &c a TAX FOLIO NO. 981R:23484 1 1998 MAY 18 13:05 v c 7 ; %e,c/i? ' 7V fe/ / _fr %'= ?3 5. Surety:(Payment bond required by owner rom contractor, if anyb-i'a ';O"L N .Y Name and address: PA.-. Amount of bond $ �.,, 1 is , r;cvSit, ii.i3 0 'r. _ y i 0 n id o:: ;t OFFICIAL NOTARY SEAL M OHNSON NOTARY PUBUC STATE OF FLORIDA COMMISSION NO. CC718059 MY COMMISSION EXP. FEB 19002 • 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name and address: 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Sec- tion 713.13(1)(b), Florida Statutes. Name and address: Commencement: (the expiration date is 1 year from the date of recording unless a 4/4z/ 4' y Ace/3622-tg 20/o 5 ' �/ N. 8 08:42A Contractor's N SThe7fL' �� /l�CJob Address: �,,�RQQF LATE % [� (Low Slope Application) U� (Nail -On file) ` 7 C (Z 0 0 (Mortar-Set Tile) L7 (Asphalt/Fiberglass Shingles) ❑ ( Metal Raofs\Wood Shingles & Shakes) ❑ (Other) B.QMORIE ❑ New Roof 121‘e-roofing ❑ Recovering 0 Repair 0 Maintenance Flat Roof Area (it) Sloped Roof Area (ft') s*o Total (ft -- Master Permit No. Exposure category (pec ASCE 7 -88): Building Classification category (per ASCE 748 table 1,): Ft. A Miami Shores V i l l a _ 305 756 8972 P. 01 iar rvrr UNIFORM ROOFING PERMIT APPLICATION PROCF.,SS No. ROOF HEIGHT AND SYSTEM DETAILS (Drew details u needed) Deck type: ATTACHMEt`TT Fastener Type± SPACING Field: DETAIL 1 & 2 *Includes Mortar end Adhesive Set The Perimeter.. Corner: Page -1 9 Z Z o 5&,-A 1 ROOF PLAN 198 08:42A Miami Shores Village 305 756 8972 itippCLA LA 4". AU Deck • • nktgoV 1 / „Uoderiapnen 4 / ;m 1 UNIFORM ROOFING PERMIT APPLICATION: PROCESS No. . ernocn r'vc'rA.n,.!D - CRIPTTOK froodatioal ?,af type &spec /2 Cap Sheet 90 Roof Covering. Drip dg 5 gtvQ ATIACHMEN1S REQUERED DETAIL 3 •723 .6 (Pmmcl. x a, (�uaodymmia Multiplier): • Z / ) - T,iY; G � - P'CA.. r _ - (Pmar.2:97 x X. (Aerodynamic ° 2-1 ) - M ‘_ 6 ( 1 :2Sf s PCA: (Pmax3: / 7 T x (Aerodyrounic 1K�,1tlplter): ° Z ) - Mg 6 7 = M .1 PCA. /6.5 ./1 ,F o d.Q . X 7 2 . < ZeR /VA.. © perQ. oP/ j Paga2 read t) Fire Directory Ling Page 2) Dade County Product Control Notice of Acceptance -Cover Sheet a) Specific System Description b) Specific System Limitation c) General Limitations d) A pp lioble Nadi Drawings 3) Municipal Permit Aooilcstion 4) Other Component Approvals P.02 o- o v, - oP / 11 1..49 TA0 4 / /Al Mn 8 Ft. Ft 08:42A Miami Shor Vi l lagae_ 305 756 8972 P.01 4 . = , R ,,,.... UNIFORM ROOFING PERMIT APPLICATIO.N PROCESS No. i/ZG� c& W/;;,4 Contractor's Name; //, *Includes Mortar and Adhesive Set Tile 11012E.CATEGOBY. (9 (Neil -On IDe) O (Law Slope Application) (] (A.Mphalt/Fiberglass Shingles) 0 ( Metal ReerslWeed Shia& & Shakes) 0 (Other) ROQ P TYPL O New Roof it 0 Recovering 0 Repair 0 Maintenance Sloped Roof Ana (�) S ° Total (ft=) ST9 O Matte a• Permit No. Flat Roof Area (if) — sure Category (per ASCE 7 -88): Building Claasiiic ition category (per ASCE 7-88 table 1): ROOF MGM' AND SYSTEM DETAILS (Draw details as needed) A Deck hype A TTAg R MFJT Fastener Type SPACj1`ii - Field: Perimeter= Corner. Lt &2 • A 1 9 Page -1 • 0 (Mortar-Set Tile) ROOF PLAN Mir 08:42A Miami Shores Village 306 756 8972 P.02 UNE ORM ROOFING PERMIT APPLICATION PROCESS No. 1 DETAIL t • • A1 'S REQUIRED 1) Fire Directory Listing Page 2) Dade County Product Control Notice of Acceptance -Cover Sheet a) Specific System Description b) Specific System Limitation c) General Limitations d) Applicable Detail Drawings 3) Municipal Permit Appilc scion 4) Other Component Approvals TILE CALCULATIONS (Pieced: 7Z 3 x X (Acrodyosmio Muldpliv): /f ) - MY; G 6 ' M0 :#4PJ PCA: (Pmca2 :97 x 1. (Aaodyuamto multiplies): • 2 -1 ) - Mc b • G y 0 PCA (Pmax3 fix X (Aerodynamic Multiplier): L ) - Mg: °. 6 . ' Mr, 0 S PCA: Q ra- cls 0) Page-2 dl1 i P `0N 8:50 A.i ABC, SLftFLY. METRO DADF P.31411LIC CON1'1201.L110.1.UCG_O1? A.CCl:i'1t1N_a Monier, Inc. 1900 Northwest 2I51 Avenue Fort Lauderdale, Florida 3.3 1 1 1 Yet n tor Product Approval of: fo nder Nnil -Ur , ►3lortar Set or Adhesive Set "Roll" Roofing Tile tiler Ch:, B or the Metropolitan fade County Codc governing the use or Alternate Materials and Types or Construction, and completely described in the plans, specifications and calculations as submitted by: /fed/ n►rl Technologies, The Center for Applied engineering, Inc, and Professional Service I has been recommended for acceptance by the Building Code Compliance Department to be used in Dade County, Florida under the specific conditions set forth on pages 2 through 17 and the standard conditions set forth on page 18. The approval shall not be valid alter the expiration date stated below. The Building Code Compliance Office reserves the right to secure this product or material at any time for a jobsite ur manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the (lulling Codc Compliance Oflicc may revoke, modify or suspend the use of such product Or nttttcrial innnc(li:ticly. The applicant shall re-evaluate this product or material should any amendments to the South Florida linilding Codc be enacted affecting this product or material. The Building Codc Compliance Office reserves the right to revoke this approval, if it is determined by the Iluilding Code Compliance Office that this product or material fails to feet the requirements of the South Florida Building Code, The expense of such testing will be incur )), lam er. Acceptance No.: Expires: _251,1322,Q,1_ Revises No. ,25 JUL 1 8 1998 JUL 1 8 1995 Approved: iSLl14flNC CO DE COn1 M:UT FAX NO, 954 491 x:489 METROPOLITAN DADE COUNTY. FLORIDA METRO- DAIJI: f LAGLEI3 BUILDING DUILDING CODE COMPLIANCE DEPARTMENT SUITE 1003 MEMO-DADE FLnOLEf UUIIDINo 140 WEST FLAOLER STREET MIAMI, FLOf3IDA 33130.1503 (305) n75•2001 FAX (305) 3764000 taul Rodriguez I'ruduct Control Supitrvisor LIS.:JS.Ti1L. COVEItSI(E.ET, SEE A DI2MQLAL_!AGLS_I QR$P 3 :c 1 I 1C A ND GENERAL cOrlinTIOBS Charles Danger, P.L. Director Building Code Compliance Dept. Metropolitan Dade County This application for Product Approval has been reviewed by the Metropolitan Dade County building Codc Compliance Department and approved by the Building Code Committee to be used in Dade Count Florida under the conditions set lorilt above. -r ��s 7,1gg M P W BUILDING ELECTRICAL PLUMBING ROOFING Owner of Building A4 I ❑ o PERMIT a j i�pa 015i0;5 Architect or Builder /-1 Sa` A / f ff Description Lot /6 1 7 Contractor Signed CONTRACTOR or BUILDER c/6\ 4- r f t 0 X 1Gsatwotrl?f L E_ FI -f nfa(T' T "W 7< MIAMI SHORES VIL GE, t � bt ' FLORIDA o 1471 / J Date 1 ? 19 Work to be performed under this Permit `y /l?a , Bi � Sq Ft p� . Aount of ' /(G � / • V P o ec 5 �j t - _ • -% I � I � m Permit $ 4� ' T � 11ZST Address of Buildin TIC.>t' cod2 r MC) ; 47/ 2 s ope /K LJ$ Z �1 .444 the is perm' ' granted tote contractor or builder named a ove to construct t e building or to install the equipment or device described in the applica- tion herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with any plans, drawings, 'statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may be revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes respon- sibility for work done by his agents, servants or employees. N_ 42903 (//.3246 •6/4.27820 Subdi -, 5, See 2 vision (INSPECTOR) BY In consideration of the isli to me of this permit I ag�to perform the work covered hereunder in compliance with all ordinances and regulation. pertaining thereto and in strict conformity with the plans, drawin s, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either, myself, my agent, servant or employee. BY Contractor's G L' 5 Ce. License No. AnM1' z 3 OL7, od AUTHORITY