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422 NE 93 St (8)DESIGN .� 1 CANTILEVER VARYING FROM 4 TO F.4E USED IN . GON- .9Ut C 'IQN...WITN= r • • • Th. 11I8I11: •rap fedriestor our 1st • espy M tnla t1netbn to tune tea Outtoer and trues erecter. ^FSt*1 S'L'.D :bi 17..' 41 -1 s y oven proctored corset appl tcebl , --Ef.541.e.lons et the 1462 edition of the "t.ottonel na0lgn Soect•Statto'1 for ]trees- ;:r¢u u s l•9e e}t•ntnee to *•Lion: .u+ea. scturera &•1CclStipnl and *ecsiQr 6pectricet lore !or .Sent Mittel P :eta Crone tint_ 1001K TV • Trues Plate Iw,tlutt. ulh;tt; :gn,rctor P•mteet are '28 towel gelu•ntZad stool en: valise to pot• rase rd sec+ truro •t oacA- ja.nt. ti1141E11 or the •see.sosrtes utU• s•.uel ex •eater ttrots untie nay bs suoetltutkn. !wfl'Sts1lC14: n:st tiq occuretnli cut one 'thee ' • toestne1 tp that ell mest+ars at earn •olnt urn in s+ar� c..rntsct sloe) We joints, P•n • centerlines e cg e-� ra:: ltc..rtt"' _joint cerf.r+jYiO �,• b em or shall tie b ctrelr1 •�-• an 2 qu DtArrtii u di^anata'ra. !ben urtt ednatetp o ,nitre .t'Yb- and truss. rearlcttn eecti tr.ses acD- orate y. Ilall 2 guns unite• taw c t' r ut to :211 rid 1e at 1:s o.c., 7 trues u'+..rai together 144 netts nt lc' a.c.. ^. u!t 1.-11r cart ant t••to- getn•t tette CI' die. bo:tt et 2• -C• t.c. in e;p.tloli to 2IIa nails at if '•d.c. aetrae otevr.flor socr.>'ri.h. :.Pra4 are buena urn • nominal v,• pearil0 e:1LV's end Pay 1n.;rtMtc bo it neirh a•; 4• et tech - Vfdrr ttaetl«g caner uelno nootnet 8 uterine skit ^e, - porrlttinbJ maxima. overall- span Increase or D". rpTF.:iii 1?aaCIt Into 1.ruus•n•u been tweighed ••.eurSne the 'top .c^cru in leterslly nracog at inter- . vale not st ,tdln ' .3' -l1• o.c. Cai$(CCTTIWS. IhG., boar• no rrsounstbllity Tar the erection ot'.truoset it' yr:tia lase .Ith tale. cosign. Persona uat trusses are cautioned to Doke ordrestlona: odvtco in regard to aeretp'precautions a,.rtn; aretttrv proper nertatirg. tssoaTSty wooing and Permanent ors:ing unit say be: recto:410 1n specific eop:lrstloro.. Top Chord - : ,See, b- MUL- 3 -53 -55 except - Webs Bottom Chord :far added web -end .:level return. • The VIKING Trues Fabricator moot furnish a copy of thin design to both the builder and trues erector. DESIGN STANDARDS: This drawing boo been prepared to meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Aseoclotion; and "Destgr Specification° for Light Metal Plate Connected Wood Trueoes" by Truss Plate Inotitute. VIKING Connector Plates are 20 gauge galvanized oteel and applied to both faces of each truss at each joint. LtNBER of the same species with equal or greater stress values may be substituted. PABBICATZOTLumber must be accui ately cut and fitted together so that all members at each joint are o entac l Ong the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise- Imeasioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced at intervals not exceeding 3 -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persons using ouch 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: Web members shall be 2X4 #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. Blocks Symmetrical about centerline 1X4 Continuous lateral bracing. Attach with 8d nails. 7 -9.9 to 53' -8" 7 -6.3 to 38' -8" 12 5 -9.9 1/8" — 9 -16.2 CAMBER BOTTOM CHORD 3/4" AT CENTER. BUTT JOINT VIKING CONNECTORS 3 Equal Spaces • L U M B E R Max. Overall Spans #1 Dense So Pine #1 R.D. So. Pine Sel. Str Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Conet. Hemlock 1/8" 2x6 Top Chord 53' -8" 5 -2" 48' - 0" 900# e 6 5 d BUTT JOINT 7 -9,9 3-4.5 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x6 Btm.Chord 53 ' - 8" 53'-8" 1 -8 " 7700#T Symmetrical f 2000#T about centerline. Equal paces LUMBER Max. Overall Spans 1500f Ind Doug. Fir 1500f Ind Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock r2000#C / 550#T 6 200 / A0 9°5 # Clear span 5 9460#T a 2x6 Top Chord DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 75 psf ,_1800#C 9 = 1010# b 97 5 # streTincrease FORCE DIAGRAM SPACES 5 -14.4 to 53' -8" 5 -12.6 to 53' -0" 4 -12.6 to 43' -0" 0 m "1 I 'e m " 6 a Equal areas H • • m cct • CIN r V1d - wi n vl m CO O 1 0. t7q IU U] 1 01 O M o fn n c1 0 Phone AC -305 566 -5471 v Fl- ' • -N1 L -3- 3 -55 TJa� 7v6 - /6s P= /axial 4orce = 97$O'rc C SI = /. 000 D. 93 + o.1-107 Nov 15 19(0S Pone I b-1 2- (12 4 1 So. Pine i = (W) (:2. (/ Z) / /0 = (90' 8.307) / /O P M (A )(#-- )6 ' (A)(F6) (rnc.) 973 71/S0 p2-/6s (9/`1)(7 (8. 03 P11ts 2.57•I 3.22• I 7.07" 9.00• 3-4.5 11.6 06 Plata 4-3.6 P a 4.50. 17 Plots 7-4.5 09 Plate 11.6 5-4.5 1:1 131.13 9-7.2 64.6 3 -5.4 13.9 5.5.4 4 -4.5 14.5 24.3 7 -5.4 MULTISPIME SIZES 38.2 9 -9.9 3-6.3 16.2 5-6.3 89.1 4-5.4 44.5 3 -7.2 18.5 17.4 5-7.2 32.4 7-6.3 7 -9.9 9 -12.6 113.6 3-8.1 3-9.0 3 -9.9 25.4 4 -6.3 4-8.1 4 -9.9 31.9 5-8.1 5-9.0 5-9.9 40.5 7 -15.3 20.8 20.3 70.0 36.6 23.1 26.1 106.1 9 -16.2 145.6 44.5 426ING CONNECTORS, INC. 3-10.8 27.8 5-12.6 56.7 t 31.9 1.29• 2.57• I - - - � 9.2 1.265• 7.07• [ 4.5" 1.29• I Liza 3.6" I I I 0.9" 7T -32 (hariz. steps are O.grentl vertical steps ere L 1.93" except where shown). 11.6 1 1.285" 1.285" I 5.45.4" 7.2• I 7T_�12 .643" 4 5 • .643" -. 1.6 r 5T -21 (hariz. stipe ere rend vertical step. ere 1.286" except where shown). 4 -12.6 3 -12.6 32.4 40.5 5-14.4 64.6 3 -14.4 37.0 4 -14.4 2.7" 1 _ 1 I- 46.4 5-18.0 81.0 T j 5.4" 1.8" Z -5 xree 1 61n2 The VIKING Trues ltbrlcator must furnish a copy of this design to both the builder and t[uae erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design per 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 Trues Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each true. at each joint. LUIRER of the same species with equal or greeter stress velu.s may be substituted. FABRICATION: Lumber must be accurately cut and fitted together so that all members at each joint are nn s T — nug contact the joint.. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwise "BTmensioned. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" et each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss hae been designed assuming the top chord is laterally braced at intervals not exceeding 3' - o.c. VIKING CONNECTORS, INC., bears no reeponeibility for the erection of truasea in accordance with this design. Persons using ouch 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 a pp li c ationa •NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. 4 -8.1 4 -8.1 Symmetrical about centerline except for center panel. 8d nail 8 " o.c.7 114 Stiffener Attach with 8d ►� 2 %4 nails I@ 8" o.c. web SECTION "AA" BUTT JOINT 7 -9.9 4 -5. 5 -9.9 CAMBER TOP AND BOTTOM CHORDS 1 -1/4" AT CENTER. VIKING CONNECTcIRS L U M B E R Max. Overall Spene #1 Dense So. Pine #1 R.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock : Iieml&k Tb The p.C. Hemlock. 9 l e 940# d 910# Symmetrical about 9560 centerline except for center panel. BUTT JOINT 7 -15.3 5-4.5 & 9 -9.9 4 - 5.4 95 7 Equal s 2I8 Top Chord 60' -0" 60' -0" 60' -O" 1,6,7 9560#C 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 2 %6 Btm.Chord 60' -O" 60'-0" 60' -0 "' 1001001,, 3 8000#T 1750#T 59'- 3,4 4-8.1 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 [ --1800#T 92 5#0 f Clear span FORCE DIAGRAM 4 -5.4 925# 990 1 17'-0" & 19' - 0" Set backs 9 500#T . 2 %8 Top Chord R 3.5 5 -14.4 2 %6 Btm.Cho DESIGN LOADING Rcof 45 psf Ceiling 10 psf Total 57 psf 33 -1/3% unit stress increase a e d c R '.3260# b a Equal 12 areas v, o I qty e Fhone 566 -5471 0 om 0 1 Z 0 m 0 'v xi C0.4 C 0) fU m im om H O AC -305 •f■ 1e # D- NZ 11- 3.5 -59- SS Dade,' fe6 /, /9(c' Role! e - ( Zx 8 C //ern /cc ,4 A!` 6Q) 60 (12) '• 10 = (0) ( S. S)''C 12) '/ /0 = 7360 m-/.65 P. Axial f orcc = 95 4 C C51 = P (A) ( �c� C �nc.� C��( (�nc•) 9.560 7800 -ohs 00,/9) C / /oo) 0,33) C 33) 0, .5 0.2 5Co O 712. 67 P1.t. 7.07• 9.00• 03 P1.t. 2.57•I 6 P1.t. 4.90. "0 P1.t. 3-4.5 11.6 04 P1.t. 4-3.6 11.6 7-4.5 31.8 9-7.2 64.8 3-5.4 113.9 1 24.3 1 7 -5.4 SULTISPIKE SIZES 4-4.5 114.5 1 38.2 9-9.9 3-6.3 116.2 5-6.3 89.1 44.5 3-7.2 118.5 4-5.4 1 17.4 1 5-7.2 1 32.4 7-6.3 7 -9.9 9-12.6 113.4 3-8.1 1 me 4-6.3 20.3 5 -8.1 70.0 36.4 108.1 9-16.2 7 -15.3 3-9.0 123.1 26.1 9-9.0 4-8.1 40.5 145.6 3-9.9 125.4 9-9.9 4-9.9 44.5 VIKING CONNECTORS, INC. 31.9 7.2• 3-10.6 1 27.8 5-12.6 56.7 L,.0 (hertz. step, ere .,M vnrtlul amps a 1.93• .K..pt veer. show). 4-12.6 3-12.6 32.4 40.5 5-14.4 64.8 31-12 3-14.4 137.0 4-14.4 1 46.4 9• 2.97• 9.2 1.295• 4 s• I 3.6.1 1 0.9• 111.6. 1 1.289 1.289• 19.4• .� 4 ID.Y 4 _ .643• ats• 1.8 9.4• 1 ST-zl (hertz. steps ere *tape ere T 1.e• � end mortice/ *tape 1.286. exempt Wen shown). {.'64. The VIKING Trues Fabricator munt furoioh a copy of this design to both the builder and Buse erector. DESIGN STANDARDS: This drawing has been prepared to meet applicable provisions of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Aseocietion; and "Deelgr Specifications for Light Metal Plate Connected Wood Trusses" by Truss Plate Institute. VIKING Connector Plates are 20 gauge gelvanieed steel and applied to both faces of each trues at each joint. LiTIBER of the same specie', with equal or greater stress values may be substituted. FABRICATTUR— Lumber must be accutetely cut and fitted together eo that all members at each joint are in enuF contact - 7517g the joints. Plate centerlines obeli coincide with joint centerlines or shell be located by circles unless otberwlseTensioned. OVERALL SPANS are based on nominal 4" bearing widtbe and may be increased by es much as 4" et each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of R ". LATERAL BRACING: This truss has been designed aeeuming the top chord is laterally braced at intervals not exceeding 3' - o.c. VIKING CCNNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persons using such trusses ere cautioned to seek professional advice in regard to oafety precaution', 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. 4 -8.1 5 -9 0 Symmetrical about centerline except for center panel. + 1 , -o " BUTT JOINT' 7 - 9.9 4 -5.4 Sel. Str. Fir L U M B E R Max. Overall Spans #1 Dense So. Pine #1 S.D. So. Pine Sel. Str. Hemlock #1 Southern Pine 59' -0" Construction Fir 554' - O" _ Const. Hemlock 51' -0" 2 %8 —I EQUAL I I I I I _ 2X8 2X6 LUMBER Top Chord Btm.Chord Max. Overall Spans 59' -0" 59' -0" 59' -o" 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 S.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir NOTE: Hemlock be W.C. Hemlock. 4 11 1200f Ind. Hemlock 3750#T 1195#C \d Symmetrical about centerline except for center panel. • 5 -5. & 9 -9.9 12,100#C ,12,100 #C 12,100#T e 8500#2 58'-4" Clear span 3 Equal spaces c 1195# 1300# VIKING CONNECTORS 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 3330 1 FORCE DIAGRAM 12 b 890„ CAMBER TOP AND BOTTOM CHORDS 1 - 1/2" AT CENTER. 705# a 2%8 2 %6 Top Chord Btm.Cho "dam o ■•••4 7° 0 0" O cf n O f p [ w A ct • � h] a r 0 m DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 35 psf 33 -1/3% unit a stress increase R d,e R.3200# b ./1 1 0 oz cn o ar- ro� n H C ry co 1 fn O 1,1 o z ul n c1 H 0 'I x ~ Fhone AC -305 r ; 566-5471 �, le D- PI 13 - 3.5 - 58 - 55 Da _ 6 /, /916 Paned d- y EN 8 / So. Pine.. M = (w) (.Q - )(/Z) / /o = (9o ( /0,9) /o = /Z /n -/6 P= Ax is 1 Force, = 12, 100 *C C51 = CSI M= P= P 0 Fe) 6nc.) 1- M 0w)(1Z (/2V. 8 = (90)( / /.$) /z)/ 8- l7, 8So * „ 8,900 *c '9o0' C /7,850 ,,i - /65 /9)(/ SO) (/.3 05.23)( /6.00) (/.33) /2, /00 c /2,8/0 //7-165 (/?,/9)(/35o) (/.33) (/5,23) (/ (0x0)(1.33) 0. 552 a. 39y = 0. 4' Pane/ b -/ Zx 8 #/ So. Pi O. S/O O. 95 (Z)( - b') o. 5 /9 2.37• 3.!2! 7.07• 9.00• 65 P1.t. 3.4.5 111.6 64 P115. 4-3.6 11 P115. 4.50• 11.6 ^.5 . 67 Plate 7 -4.5 69 P3.5. 31.5 9-7.1 64.0 3-5.4 13.9 I9AIISPIKE SIZES 4-4.5 14.5 5-5.4 ' 5-6.3 7 -5.4• 36.! 9-9.9 .4 3.6.3 3-7.2 3-6.1 3-9.0 1 13.1 4-5.4 4-6.3 4-6.1 26.1 5-7.2 5-6.1 5-1.0 40.5 7-6.3 7-9.9 7 -15.3 106.1 9- 12.6 9 -16.2 116.2 1 44.5 69.1 116.9 1 17.4 31.4 120.6 20.3 70.0 113.4 36.4 145.6 3-9.9 1 25.4 5-9.9 4-9.9 44.5 VIKING m16)ECTENS, INC. 3-10.6 31.9 7.!• 127.5 ,1441 tw..n x .11 1516..!. 1.93• .4.195 rare M..n). 1 - .643.4 5• 1.6 2�--Zx1� (Karl :. 15.p. .re 0:.1. vertical 45.p. ere 1.156• .4:..pt M.» ron). 4-11.6 31.4 40.5 3-12.6 s.4• 3T -3! 3-14.4 137.0 4-14.4 46.4 1.7 I 1 {� 0 9. 0.57• �i 1.lu• 1 '. - 1 3T -u 3.6• 1 _1 0J• 11.6. .05• 1.169• 64. T --- 1.6• 5.4• l.e• ..1.T161n1 �fu. The VIKING Trues Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing hail been prepared to meet applicable provisions of the 'National Design Specification for Stress -Grade Lumber and Its fastenings" by National Lumber Manufacturers Association; and 'Desigr Specifications for Light Metal Plate Connected Wood Trusses" by Trues Plate Institute. VIKING Connector Plates are 20 gauge galvanised steel and applied to both faces of each trues at each joint. LUMBER of the same epee es with equal or greater stress values may be substituted. PABRICATSIS Lumber must be accurately cut and fitted together so that all members at each joint are n eo ug coo tect — iIong the joints. Plate centerlines shall coincide with joint centerlines or shall be located by circles unless otherwiseTensioned. 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 • maximum overall epan 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 truesee in accordance with this design. Persons using such trusses are cautioned to seek profeeelonel advice in regard to safety precautions during erection. proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2 %4-#1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. BUTT JOINT 9 -9.9 5 -9.9 1/8" 4 -8.1 EQUAL Symmetrical about centerline. VIKING CONNECTRS SPACES 2X8 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 Conet. Hemlock NOTE: Hemlock to be W.C. Hemlock. 1400#T 980#C d 1085# 1 3,7 • C % 12,400#C 6 Symmetrical about centerline. 5 & 9 - 9.9 BUTT JOINT 1/8" 9 -16.2 MULTISPIKE & 6 " %24" Nailplate on top. (24) nails in shaded area at each end. Use 10 nails in overlapped area (coincide 10 nails in overlap area.with holes in MULTISPIKE plate. Total of 58 nails on front and 58 nails on back side of truss. CAMBER T( AA]) BOTTOM CHORDS 1 -1/2" AT CENTER. 218 Top Chord 58' -0" 55 ' - 8" 52' - 8" 5 4 3 2 1 12,400#T L 1400#C 57'- Equal spaces 3-4.5 t 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 2 %6 Btm.Chord 58' -0" 58' -O" 58' -0" e Clear span 8750#T L_390o#T LUMBER 218 216 Max. Overall Spans T' Chord Btm.Cho c We 1500f Ind. Doug. Fir d 1500f Ind. Hemlock #2 K.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir 1200f Ind. Hemlock b 910 6 4 1 2 5V \ 3 FORCE DIAGRAM\ 12 11' -0" Set back 55# a = r ° DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 - 1/3% unit stress increase e d c R - 3150 b a 5 -12.6 Equal areas 566 -54,71 df l7 H w • I IC H " Phone AC -305 Iti r r c sr D- lar // - 3. s - 57- ss Panel d -s 2 " /so. M. ()( t) (/Z)/ /O = (90)(8.9) /Z) /io = 8 - /65 Axial Torcc = /3, *C P (4)(mac)(i#c.) I , 17SO*C 02.0)0 0-890 Jon 3 / / /% (o (() (rz) ..-,c.) If SSO 10- /6 ( ( /G.0) (/. 33) ,1 Pl.t. 2.57• 3.22! j 9.00. Anita 87 P1.t. 7.07• 3-4.5 111 .6 1 4-3.6 7-4.5 31.8 /! Pinta 9-7.2 64.6 3-5.4 113.9 1 5-5.4 114.5 1 7 -5.4 NULTISPIKE SIZES 4-4.5 36.2 9-9.9 3-6.3 16.2 I 5-6.3 • 7-6.3 89.1 ( 16.5 4-5.4 44.5 3-7.2 117.4 1 5-7.2 32.4 9-12.6 7 -9.9 113.4 3-8.1 I 20.8 4.4 .3 20.3 5-6.1 70.0 36.4 9-16.2 7 -15.3 3-9.0 1 23.1 4-8.1 26.1 5-9.0 40.5 106.1 143.8 3-9.9 123.4 5-9.9 4-9.9 44.5 VIKING CONNECTORS, INC. 31.9 1.6• --- i.i 7T-3. (Kor12. ors and vartl.al atop. ar. 1.93• exempt .here .Nwn). 7.2• 20.22 3-10.8 1 27.8 5 -12.6 96.7 1.2!• 7.07• . 643. 6�5• 3• 1 F 1.6• JT - 21 (K9712. stem atm and vertical step. are 1.266• ....pt whorl alwn). 4-12.6 3-12.6 I 32.4 40.5 5-14.4 64.8 3-14.4 4-14.4 2.7• 1 37.0 46.4 09. 2.57• � 1.2 1.285• F " .1 3T -10 6. n• 1.283• s.4• 3r -u The VIKING Truce Fabricator coot furo.oh a copy of thin design to both the builder and truno erector. DEIGN STANDARDS: Th:o drawing hop been prepared to meet applicable provlolonu of the "National Design $p rcificotloo for Streoo -Grade Lumber and Ito Footeningo" by Notional Lumber 0unufocturorc Aoeociation; and "Deelgr Speclficatl000 for Light Metal Plate Connected Wood Trucoec" by Trues Plate Iaotitute. VIKING Connector Platen are 20 gauge galvanised oteel and applied to both faces of each troop at each 3 oint. MISER of the same olecioo with equal or grouter otreos vnluee may be oubetltuted. FABRICATION: Lumber cunt be accurately cut and fitted together so that all members of each point are n smug eontsc Iong the jolote. Piste centerlines obeli coincide with joint centerlines or shell be located by circles unleos otberwiseZ menoiooed. OVERALL SPANS are based on nominal 4" bearing widths and may be iocreoned by ae much es 4" et each wider bearing when using nominal S" bearing widths, permitting a maximum ovexsll open lacreeee of P ". LATERAL BRACING: This truss has been designed assuming the top chord is laterally braced et intervals not exceeding 3' -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persons using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. NOTE: Web members shall be 2X4 - #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. NOTE: Unit shall consist of (3) three members. Each truss shall have VIKING CONNECTOR; Plates on each face of each joint shown. Trusses shall be fastened together with 16d nails @ 16" o.c. FIVE BUTT JOINT 5 - 5. 4 7 -15.3 5 -6.3 Symmetrical about centerline except for center panel. 4 1 5 - 9.9 BUTT JOINT 1/8'1_9-16.2 & (2)4 -8.1 CAMBER TOP AND BOTTOM CHORDS 1 -1/2" AT CENTER VIKING CONNECTORS L U M B E R Max. Overall Spans #1 Dense So. Pine #1 R.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock NOTE: Hemlock to be W.C. Hemlock. Symmetrical about centerline except for center panel. 3 5 -6. 5 -9.9 2230 #C 3' -0" 2X4 same material as web members. 2X8 Top Chord 56'-4" 53' - 8" 1' -8" 6,7 4 • 1` 5 FORCE DIAGRAM 2X6 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 333 2X6 LUMBER Btm.Chord Max. Overall Spans 56' - 4" 56' -4" 6'-4" 6300#T 2 d 2230# o /2400# 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 R.D. So. Pine #2 Southern Pine Standard Fir Standard Hemlock 1200£ Ind.. Doug. Fir 1200f Ind. Hemlock — 1200#T b 40 5. 0 #C 40 500 #C 34 600#C 33_1/3% unit \ &,t 2 4 a stress increase 40,500#T 34,600 #T 23,550#T L_4500#C f 55' -S" Clear span Equal s aces f 5 -6.3 & M 2X8 eft • z� �+ ATE!UAL SPACES • 4 -5.4 Block I�I1 M 0 9 6 12 X 3.5 e, d c b a 9' -0" Set back 2 %8 2 %6 Top Chord Btm.Chor DESIGN LOADING Roof 45 psf Ceiling 10 psf Total jj psf R'a8150# 5 -12.6 Equal areas 0 ro 0 0 0 0 0' y p 4 r rr s . 0 O 01 H a p n Phone AC -305 H 566 -54;1 it 14 " D- q/-11 -3.5 - 55 55(Mi.)# /) Dal < /a., 3/, / 9�,0 Loo,ci i m . 9 _( = 8 _$„ h 1/2.= y ,_ y „ t /, o „ = J y ., :(5 ") (sSPS) = 293 Of Be nc ne 1 "c -1 P 'X I For e40,-6/ (f/G T SPC 7 L /01) / (29 PW) = Ego P //' P 0,75 , 0, v 70 0. 826 53 2 x ( ( 0 * 1 S . P ne (3)Met, be r , = (V0)(I1 </ 10 = (5 /J = 3680 , - /b Force - 40, Soo* M (3)0) (rr) (, c. ) ( -F - Z )Kip e. ) yJ,Scl7z 3 6 80 /,) -/6 (e)(FI.9 )( /500) (,33) (3) (8./9)(/600 )(x• 2.57• 3.22•. 7.07• 9.00• 63 Pl.t. 3-4.5 11.6 64 Plata 4-3.6 11.6 5-4.5 4.50 67 P1.t. 7 -4.5 31.8 99 Plata 9-7.2 64.8 3 -5.4 113.9 5-5.4 7 -5.4 NOLTISPINE SIZES 4-4.5 14.5 24.3 38.2 9-9.9 3-6.3 16.2 5-6.3 • 7-6.3 44.5 69.1 18.5 6-5.4 3-7.2 17.4 5-7.2 32.4 9 -12.6 7 -9.9 70.0 113.4 3-8.1 3-9.0 23.1 4-6.3 4-8.1 26.1 5-6.1 5-9.0 20.8 20.3 ,36.4 7 -15.3 40.5 108.1 9-16.2 145.8 3-9.9 125.4 5-9.9 44.9 6-9.9 VIMING CONNECTORS. INC. 31.9 3-10.e 27.8 5-12.6 96.7 40.3 71,21 (h0rit. steps m L9. vortical atop. ari. 1.93• ..wpt ohm whom). 4.5 1 . 3. 4 - 1.8 E 2211 (hart:. .tap. era LT. vertical •t.p..ra 1.266• ..e.pt 6mm .ham). 3-12.6 1 322.4 4-12.6 5-14.6 64.8 2.37• • 4.5• 3T -lo 3-14.4 137.0 1 4-14.4 2 1I 46.4 09° 1.283• 1 3.6. 1.i � 0.9• .285• 1.x85• 5.4• Date Feb. 1, 1965 Dw . Copyright 1965 V in Connectors Inc. Wedge Block seistod Nail lies Z -5 0 3 -2.7 Up to 12" 2x4 ledger bolted 48' o.c. (By Builder) KEY T.C. Top Chord Shim to oolid bearing at this point Top Chords to be 2x4 or larger. 2x4 ledger is to be treated share required. Tie -down Clips or Anchor Straps required where wind to above 20 pef or where specified in Building Code. See Details for further information. 411111111111111 Z-5'a or 2x4 ledger bolted every 48" o.c. (by Builder) 7 2.5/ 12 PiUeb b Over 2x4 TC over 36■ to 56" Wee thlo style •C" Than ■a" dimension ie not larger then "b■ dimension b Style C 2x6 TC over 42 to 56" A Z _ 5 Wedge �_ Bloc 36" or 42 Pnax. Z -5's or 10211 -2.7's © 7 3-4.5 236 ledger bolted 24" o.c. (8y Builder) Z ' or 7 dgs Near Side Far Side • S b -facia (by Builder) Over 36" to 56" for 2x4 Top Chard Over 42" to 56" for 2x6 Top. Chord 0 -5 or 3 -2.7 Sub -fecta (by Builder) Style 0 Stiles C or 0 (aver 12" to 36" for 2x4 T.C.) es applicable (over 12" to 42" for 2x6 T.C.) 0 2 -5's or -2.7's over 56" to 72" 2x4 36■ or 42" max. Uador 2.5/12 Pitch 8d Nail Up to 24" (typ) 2x4 laeegdze I baited 24" o.c. 0 Use this style "0" for all other conditions up to specified distances of 36" or 42" Z -5'e or 5� 7's " 3 - Near Side 0 •Z -5'e es 'required Far Side Wedge 0 3 -4.5 over 24" to 36" for 2x4 Top Chord over 24" to 42" for 2x6 Top Chord co Z -5's or -2.7's ( 2x4 Sub -facia (by Builder) • Over 56" to 72" 3 -6.3 U (typ) Sub -facie (by Builder) 3-6.5 8 z u\ Y N\ d O W 0 u LEVEL SOH OT OVEL APG DETAILS Pg.84 u■ M ■•■ irN • uo 0 N O style of 1 LEVEL SOFFIT OVER- HANG DETAILS Rev. 1 -7 -66 required when length exceeds 6' -6" or add • Copyright 1965 Date Feb. 1, 1965 V1kin: Connectors Inc. Dw cut from 2x6 or se required J � Valley Member A 4' 3 -4.5 — Valley Member B 5 -4.5 5 -6.3 3-5.4 5 -5.4 Valley Member D 3 -5.4 M spaces 3 -4.5 Valley Member C 12' �— M Valley Member E 20' ,2x4 on edge. Lateral brace of center vertical member vertical member to double the thickneee when vertical exceeds 6' -0 ". a Equal -- 't'i'' 5 -6.3 Z -5 or. 3 -2.7 EQUAL VALLEY DETAILS 16' 3 -4.5 12 PIGGY BACK DETAILS SPACES 3 -4.5 Trues top chords 2' -0" o.c. 5-6.3 r-- Typical plate to be used in splicing either top or bottom chords. Length es Required TYPICAL LARGER VALLEY This Piggy -Beck Detail is taken from page #10 on top of Hip M1. Valley trusses run perpendicular (in the opposite direction) to the supporting trusses underneath and should be nailed or fastened to each trues tap chord they intersect with 4.5 (1) 16d nail to laterally brace the top chords of these trusses when the (trusses do not have sheathing on them. Piggy -Becks ere the same in structural construction as Valleys except for shape, end 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 end on top of the supporting trusses). See IMPORTANT NOTE et the right. Plate end lumber data that applies to Valleys above also applies to Piggy -Sacks of the same size. A thru E ere typical valley trusses as shown on sheet1110 The largest valley trues is shown to be a guide for valley trusses larger than the 20' Valley Member "E". VALLEY & PIGGY BACK DETAILS Valley Varies to match roof pitch 3 -2.7 or Z -5 (typical) 11 11 SECTION M -M Minimum of one 16d nail into each truss tap chord. at.] [ 6' -0" MAXIMUM Lumber - Minimum allowable unit stresses. c - 560 pai Compression parallel to grain f - 750 pal Extreme fiber in bending t - 750 pet Tension parallel to grain E - 1,540,000 Modulus of Elasticity Top Chord shall be 2x4 minimum Bottom Chord and Webe shell be 2x3 minimum Webe shall be 2x3 minimum Plates - Viking Connector Plates are 20 gauge galvanized steel and applied to both feces of each truss et each point. ,l/� Rip 2x6 to make �/ Q � two pieces for r_ bottom chords. Saw cut to match truss pitch. I IMPORTANT NOTE J 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 as designed one of the following methods of bracing the top chord must be used. Continuous lateral bracing. OPTION 111 - Extend end ettech-ell sheathing before applying Piggy Beck units. OPTION /12 - Extend end attach a portion of the sheathing so there is 3' -0" or less between rows sheathing. of OPTION #3 - Provide continuous lateral bracing (1X4) to the bottom edge of the truss top chord so there is 3' -0" or less between rows of lateral bracing. ,Attach with'(2) Bd nails to each truss. Pg.102 u\ 0 K 0 0 0 "Lyle VAL 8 0 ,1 C*. � pa is DESIGN for 27' -0" FINK TRUSS, 2.5/12 PITCH SPACED @ 2'0" o.c. DESIGN LOADING Live and dead load on roof -45 psf Dead load on ceiling -10 psf Total -55 psf 334% allowable unit stress increase. Bottom for no a 5 -4.5 '4 2" 7.5 chord 1/3 pt. joint splice. The VIKING Truss Fabricator must furnish a copy of this design to both the builder and truss erector. DESIGN STANDARDS: This drawing hes 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 Association; and "Design Specifications for Light Metal Plate Connected Wood Trusses" by Truss Pieta Institute. VIKING Connector Plates ere 20 gauge galvanized steel end applied to both facee of eech truss at each joint. LUMBER of the some species with equal or greeter stress values may be substituted. FABRICATION: Lumber must be accurately cdt and flttpd 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 then one truss, fabricate each trues sep- erately. Nail 2 truss units together with 12d nails at 12" o.c., 3 truss units together 16d nails et 16" o.c., bolt 4 or more units to- gether with 1/2" die. bolts at 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 es 4" at each wider bearing when using nominal 8" bearing widths, permitting e maximum overall span increase of 8 ". LATERAL BRACING: Th1e truss hes been designed assuming the top chord 1s laterally breced et inter - vale not exceeding 3. -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with thia design. Persons using such trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing arid permanent bracing which may be required in specific applications. 4- 6.3.to 27 -0" f 3 -6.3 to 25' -0" NOTE: Only one splice permitted in bottom chord. b Minimum Top Chord - 2x4 #1 Southern Pine Lumbers Webs - 2x3 or 2x4 #2 Southern Pine Bottom Chord - 2x4 #2 Southern Pine Z -5 Splice 5 -7.2 to 27' -0" 5 -6.3 to 24' -8" 27' -O" 5 -4.5 Splice 12 e Camber 1/4" CST' C- I 2x4 4-/ So. Pine 5020 [ 90 a.03. /2 5.89x/.33x/35-o r /OX/ 33x /Goox3.S(0 ,474 to 5 / 8 7 < 0 0 0 2.5 FORCE DIAGRAM 1" = 2,000# 2 c 3 -9.9 to 27' -0 3 -9.0 to 24' -8" @ 1/3 points in bottcm chord. d a e f b c M I! COD C n F' D sc � h 10 — ID D O c$" to c- m H n O 0 E m ID ct • m 4 01 N 0■ 1 V1 vI Ph AC -305 566 -5471 The VIEING Truss Fabricator cunt furn:eh a copy of t1.1s design to both the builder and truoo erector. DF3 :;N STAI:DARrs: This drawing has been prepared to meet applicable prevlaiona of the "National Design S;rc:f cotior for areas-Grade Lumber and Its Fastening:" by National Lumber Manufacturers Areoctotion and "Desii:r Specification° for Light Metal Plate Connected mood Trusses" by Truss Plate Institute. VIR;N4 Connector dates ore 30 gauge galvanised steel and applied to both faces of each true" at each ,joint. 1.. hest of tar some slecies with equal or greater street values may be substituted. FABRICATTO lsmber must be accutately cut end fitted together so that all members at each joint are In snug contactloug tae ,joints. Plate centerlines shall coincide with ,joint centerline, or shall be located by circles unless otherwise -Im nsioned. OVERALL Si'AN.' are bused on nominal 4" bearing widths and may be increased by as much as 4" at each wider beartn� w.en using nominal B" bearing widths, permitting a moxisum ovetell span Increase of 8'. LATERAL BRACING: This truss has been designed assuming the top chord is Istexally braced at intervors not exceeding 3' -0" o.c. V :EINC CC:NLCTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persons using such trueees are cautioned to seek profesefonal advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in opeciflc n pp li ca tlon0 NOTE: 1962 N.D.S. edition. L U M B E R Nax. Overall Spans #1 Dense So. Pine 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. BUTT JOINT A (2) 3 - & (1) 5-8.1 ALTERNATE JOINT B NOTE: Hemlock to be W.C. Hemlock. arallel Symmetrical about centerline e 610// d 5100J/C CAMBER TOP & BOTTOM CHORDS 1/2" AT CENTER 6000#T f 28' -8" Clear 3T -10 5501T c 485# FORCE DIAGRAM DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 55 psf 33 unit stress increase d c 2- 1575// b a Equal areas 1 OOf Ind. Dou . Fir / ,'l E.D. So. Pine el. Str. Fir Sel. Str. Hemlock //1 Southern Pine 1500f Ind. Hemlock 2x4 Top Chord 29' -4". 29' -0" 28' -0" VEEUHr COCTO 1 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x4 Btm.Chord 29'- 29' -4" 29'-4" L U M B E R t:ax. Overall Spans //2 K.D. So. Pine //2 Southern Pine 1200f Ind. Dou-. Fir 1200f Ind. Hemlock 2x4 Top Chord Phone AC -305 566 -5471 The VIKING Truss Fabricator suet furnish a copy of this design to both the builder and trues erector. DESIGN STANDARDS: This drawing ban been prepared to meet applicable proviolons of the "National Design Specification for Stress -Grade Lumber and Its Fastenings" by National Lumber Manufacturers Association; 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 faces of each trues at each Joint. LILBER of the same sleclea with equal or greater stress values may be substituted. FABRICATITF— Lumber moat be accurately cut and fitted together ao that all members at each Joint are to snug contact the Joints. Plate centerlines shall coincide with Joint centerlines or shall be located by circles wales. otherw1ee - dTmensiooed. OVERALL SPANS are based on nominal 4" bearing widths and may be increased by as much as 4" at each wider bearing when using nominal 8" bearing widths, permitting a maximum overall span increase of 8 ". LATERAL BRACING: This truss has been designed assuming the top chord in laterally braced at intervals not exceeding 3' -0" o.c. VIKING CONNECTORS, INC., bears no responsibility for the erection of trusses in accordance with this design. Persona using ouch trusses are cautioned to seek professional advice in regard to safety precautions during erection, proper handling, temporary bracing and permanent bracing which may be required in specific applications. NOTE: 1962 N.D.S. edition. #1 Dense So. Pine #1 K.D. So. Pine Sel. Str. Fir Sel. Str. Hemlock #1 Southern Pine Construction Fir Const. Hemlock 26' -0" 25' -0" 23' -8" 26' -0" 26' -0" 26' -0" 1500f Ind. Doug. Fir 1500f Ind. Hemlock #2 B.D. So. Fine #2 Southern Pine Standard Fir Standard Hemlock 1200f Ind. Doug. Fir LUMBER A- #1 Southern Pine or Construction Fir. B- #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock. NOTE: All web members shall be 2X4 -B. Symmetrical about centerline. 3 -5. Equal areas " ma-aill "ftt 2X6 Heel (2) 4 -9.9's height ALTERNATE HEEL 4 -6.3 & 9 -9.9 2X8 .' Voinor BUTT JOINT 3 -5,4 1/8" 9 -16.2 MULTISPIKE & 6 "X24" Nailplate on top. (24) nails in shaded area at each end. (12) nails in overlapped area (coincide 12 nails in overlap area with holes in MULTI3PIKE plate.) Total of 60 nails 1 on front & 60 on back of truss. CAMBER TOP AND BOTTOM CHORDS 7/8" AT CENTER. VIKING CONNECTORS L U M B E R Max. Overall S ens To 2x8 Chord NOTE: Hemlock to be W.C. Hemlock. Symmetrical about centerline. sw 4 Equal spaces Block d 1390# 12 2X6A 2X6 1390 #C 1500# c • C e 1,2 2 . 5 7' -0" Setback 1435 N.E. 13th Avenue Fort Lauderdale, Florida, 33304 2x6 Btm.Chord 12,200#T 25'-4" Clear span FORCE DIAGRAM (2) 4- 12.6's L U M B E R Max. Overall Spens 1200f Ind. Hemlock Special cut on lumber b 12,4 pp#C Equal areas 815# 4 a 2x8 2x6 Top Chord Btm.Chor DESIGN LOADING Roof 45 psf Ceiling 10 psf Total 35 psf 33 -1/3% unit stress increase b Rw3010# a 2X4 Min. heel height. Phone AC -3C= 566 -5 V Ic/e' 0 -7141- 2.5 - 25- SS( M3 Plate 2.57 "1 3.22• Plate 4.50' 7.07• 9.00 M9 Piet. 3 -4.5 11.6 M4 Plate 4 -3.6 11.6 5-4.5 L0.2 M7 Plate 7 -4.5 31.8 9 -7.2 Pne/ C -3 2x8 i t I S. Fin.- ►v\ = NA) C,`',�- ? _ (i95)(s.7) 9 = B `/So,,, - /bs Axial }orcc = P- 15 CSI = 64.8 3 -5.4 13.9 5-5.4 4 -4.5 14.5 24.3 7 -5.4 MNLTISPIME SIZES 38.2 9 -9.9 3-6.3 16.2 5-6.3 28,4 7 -6.3 44.5 89.1 3 -7.2 ( / Z. /9 18.5 4 -5.4 17.4 5-7.2 32.4 9 -12.6 P (A)({)(inc 7 -9.9 113.4 /s, 9 Oe rl Z "? + D. 2Y1 /,0 06 3 -8.1 3 -9.0 23.1 4 -6.3 4 -8.1 26.1 5-8.1 5-9.0 40.5 7 -15.3 20.8 20.3 36.4 70.0 9 -16.2 108.1 145.8 3 -9.9 25.4 5-9.9 4 -9.9 44.5 31.9 7.2" (Z)(fb)(- ) d,yso "7 - /bs CS, 23)0Sca) <i. 33) UIMING CONNECTORS, INC. 3 -10.8 27.8 5-12.6 56.7 1.8" (hertz. steps ere - end vertical steps ere 1.93" except where shown). .643. 4 5" .643' -.4-4.-1.8 5T -21 (horiz. steps ere T. fiend vertical steps ere 1.286" except where shown). 196S 32.4 4 -12.6 3 -12.6 40.5 5-14.4 64.8 3 -14.4 37.0 4 -14.4 2.57 �,J H + II I . '2 4.5" 1 - 32 -10 2.7" 46.4 5-18.0 81.0 0 9' 1.285' 3.6' 11.6 0.9 Li 1.285• 1.285 1 I I I 5.4" H F �3T -12 64" I 5.4" 1.8• Z -5 Rree=4.61n 64" 2' -0" 2' -0" 2' -0" Copyright 1965 Date June 1, 1965 Viking Connectors, Hip #1 3T -10 5-9.9 for 1.5 S 2.0 V Z -5 5-8.1 for 2.5 8 over. 2X3 or 2X48 Bevel edges and attach to Hip #1 with a 3 "X8" nail plate et tap end HIP JACK (3) 16d nails at bottom(eee detail below for attechmente) 2X6A L Attech End Jeck to Hip #1 with (3) 16d nails at top chord and (2) 16d nails at bottom. 4 5° TOP VIEW Inc. Dwg.# 2X4B 9' -0" END JACK 2X6 Ledger Hip Jeck Hip #1 (members as required) 4 \— 7' -O" Corner Jeck 5' -0" Corner Jeck 3' -0" Corner Jack 1' -0" Corner Jack 2X6A 4 -9.9 for 1.5 8 2.0 4 -8.1 for 2.5 8 over. 12 1§1 ina■ x End Jack (top chord attached with (3) 16d nails) NIP . JACK FRAMING 9'- 0" SETBACK Toenail to plate with (3) 16d nails Hip Jack 17 x 2X6 Ledger beveled on top and attached to Hip #1 with 1/2" dia. bolts et panel points and (4) 16d nails at each truss member in contact with ledger. (by builder) 3 -5.4 3' -0 ", 5' -0" and 7' -0" CORNER JACKS Hip #1 SIDE VIEW (End Jeck end Ledger not shown.) 2X6 Ledger 2,4 TOP CHORD 9' -0" End Jacks @ 2' -0" o.c. Bevel edges and attach to Hip Jack with (2) 16d nails. Toenail to plate with (3) 16d nails 2X6A Z- 5 3 -8.1 for 2.5 8 over 3 -9.0 for 2.0 3 -9.9 for 1.5. 8d nail 1' -0" CORNER JACK Bevel edges and toenail top and bottom chords to Hip Jeck with (3) 16d nails. 2X6A Toe nail t plate with 12 x (2)16d nail 3 -5.4 1 /8 "X1" Anchor strap bent over top chord (by builder) TYPICAL TIE DOWN TOP CHORD HIP JACK ATTACHMENTS If necessary, band plate aver — top of Hip Jeck. Bend line. "XB" nailplate @ 45 bend. Attach with 12d nails (6 each 3 "XB" Nailplate 1 1/8" side of bend and 2 nails @ bend.) LUMBER A- #1 Southern Pine, Construction Fir or Construction Hemlock. B- #1 Southern Pine, 1500f Industrial Fir, or 1500f Industrial Hemlock. 7/ UN 0 I ▪ UN ✓ • u\ style D JAC (Set) pitch Any Span 9 per 55 (2)(6 T.C.) w z u\ 4 t o a 0 Z Z Copyright 1965 Date June 1, 1965 Viking Connectors, Inc. Dwg.L 1 !13 HIP #1 Hip #1 3T -10 45 Top View 17 3 -8.1 for 2.5 8 over 3 -9.0 for 2.0 -9.9 for 1.5 Attach End Jeck to Hip #1 with (3) 16d nails at top 6 (2) 16d nails @ bottom 7' -0" END JACK Hip Jack TOP CHORD HIP JACK ATTACHMENTS HIP #1 (members as required) 5' -0" Corner Jack 3 70" Corner Jack 1 -0" Corner Jack 3 -6.3 for 1.5 x 3 -5.4 for 2.0 3 -4.5 for 2.5 8 over HIP JACK Bevel edges 8 attach to ip truss with 3 "X8" nailplate at top 8 (3) 16d nails in bottom chord (see detail below for top chord attachment) X6 Ledger 3 "X8" Nail plate End Jack (Top Chord attached with (3) 16d toe nails) HIP JACK MIMING Toe nail to late with (3) r 16d nails 2X6 Ledger beveled on top 8 attached to Hip truss with (4) 168 nails at each truss member in contact with ledger 3 1/2" dia. bolts @ panel points. (by builder). Toe nail to plate with (3) 16d Hells. 3 -5.4 • Hip Jack 2x4 & 2x6 TOP CHORDS 2X6 Ledger 7' 0" End Jack @ 2' -0" o.c. 2X4 or 2X3 #1 material ( 3 -5.4 for 2' 8 over \3 -6.3 for 2.0 7.2 for 1.5 NOTE: 2%t 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 #1 So. Pine, Const. Fir or Const. Hemlock. If necessary, bend plate over top of Hip Jack. --Bend line 3 "X8" neil plate at 45 id. Attach with 12 nails (6 each side of bend) 8 2 nails at bend. #1 Side View (Endjeck 8 ledger not shown) Bevel edges & toe nail to plate 8 to Hip Jack with (2) 16d nails ` Z -5 3 -5.4 Bevel edges 8 attach to Hip Jack with (2) 16d nails top 8 bottom. 7' -0" SETDACI{ 2' -0" 2' -0" 21 -0" 1' -0" 1' -0" Corner Jack Bevel edges 8 attach to Hip Jack with (2) 16d nails top 8 bottom. ti 3' - CORNER JACK Toe nail to plate with (2) 16d nails. 5' -0" CORNER JACK TYPICAL TIE DOWN 3 -5.4 LUMBER All lumber shall be 2X4 #1 Southern Pine, 1500f Industrial Fir or 1500f Industrial Hemlock except where shown. 1 /8" X 1" Anchor strap bent over top chord (by builder) Pg. 69 Bd nail Toe nail to plate with (2) 16d nails. 0 M 0 0 style D JAC (set) pitch "pm 7 paf 55 (2X4 8) (2X6 T.C.) 8 u, Ofr j 1 • ✓ < , • • • T • • • t � - • 6900 Palmetto Expressway, N V N.W. 77 Ct. Miami, Florida 3316E OR DAT S � k 4 r i s LOT SUS. Bu. \it feit' DRAW i N,_ CLIMATROL CORPORATION A F I j7 71 \ � • 1 Originators and Manufacturo•i of Extruded Aluminum Patio and Pool Encleauns Since 1952 6900 Palmetto Expressway, N.W. N.W. 77 Ct. Miami, Florida 33166 DRAWN LOT Sue. AWING NO 4 II. RRIIL 1 l l ,'i /I \ -- i -0 b b TYPE '13' BEAMS AND COLUMNS TYPE 'C' BEAM AND COLUMN SCHEDULE MARK 503 663 773 873 1013 403 603 703 804 1004 302 202 402 602 702 MARK 302 402 TYPE A A A A A A A A A A B MISC. C C C TYPE B MEMBER 202 202 202 1X2 1X2 1X2 1X2 SIZE THICKNESS b 3.00 3.20 3.50 3.85 4.25 3.00 3.00 3.00 4.00 4.00 2.00 2.00 2.00 2.00 2.00 b 2.00 2.00 8'-0" ji 16 =0" 10' -0" 13 =0" 9 -0" 14 =6" II' -0" 11 12.0" 10 =8" d 5.00 6.60 7.70 8.70 10.10 4.00 6.00 7.00 8.00 10.00 3.00 2.00 400 6.00 7.00 d 3.00 400 HEIGHT II 'SPAN CABLES b' 3.00 3.00 3.20 3.47 3.75 3.00 3.00 3.00 4.00 400 SIZE b' Ti 088 .094 .125 .125 .140 .050 .040 .060 .090 .140 T 050 060 STRUT TO EAVE SECTION CHAIR RAIL TO COLUMN PERIMETER MEM. JOINED PERIMETER MEM. TO COL. PERIMETER MEM. TO CONC. PERIMETER MEM. TO WOOD SET (2 CABLES) SET (2 CABLES) SET (2 SET (2 CABLES) 1 SET (2tABLES) T2 21 27'8" 32=2" 37=4" 43' -10" .094 .100 .110 .120 .133 .050 .055 .060 .070 .060 .060 .060 .066 .070 .096 .050 .040 .050 .050 .060 T 050 .050 32 =0" 29 =0" 26 =0" 24=0" T3 094 .100 .100 .108 .117 .088 .094 .125 .125 .140 050 .120 .180 .280 THICKNESS T .050 .120 MAX . BEAM SPAN SPACED f_e 5' -0" 18=2" 25=0" 30=3" 35' -11" 45=3" 12 - 8' -0" 17' 1" 26' -0" 32' -3" 10' -4" 14=0" MISCELLANEOUS FASTENING SCHEDULE DESCRIPTION STRUT TO 102 AT BEAM FASTENER 2M 10X3/4" S.M.S. DO. DO D0. DO. ANCHOR AT 24" C -C #10X 2 V2" S.MS 24 OC SCREEN WALL CABLE SCHEDULE 2 SETS (4CABLES) 2 SETS(4CABLES) 2 SETS (4CABLES) 2 SETS (4CABLES) 21' -4" 2 SETS (4 CABLES) 1 SPAN CABLES 6' -0" 20' -6" 26 =0" 30' -4" 35' -0 41=2" 17 -2 23=7" 28' -5" 33 - 8" 42' -6" 11=5" 8' -0" 16=1" 24' -6" 30' -4" 6' -0" 9 =5" 12 =9" ANCHORS TO CONCRETE & y,ASONRY SHALL BE I/4 "X21/2" THUNDERBOLTS # 10 X 2 1/2 S.M.S. IN JORDAN 1020 ANCHOR OR APPROVED EQUAL. 7=0" D0. D0. D0. DO. 19'-8" 24' -6" 28' -8" 33'-5" 39=2" 16' -6" 22' -5" 26' -11" 32' -I" 40=4" 10' -10" 8=0" 15 =4" 23 =3" 28' -10" 7 =0" 8' - 9" 119 " - 8' -0" 18'-10" 23' -5" 27=4" 31 -11" 37' -4" 15=8" 21=5" 25=10" 50 = 7 " 38' -7" 10'- 4" 7' -0" 14=7" 22' -3" 27' -6" MAX. COLUMN SPAN SPACED E - 8' -0" 8 = 2" 11=o" W/ 2- I X2'S SNAPPED ON REMARKS DO. W /2 -I X 2'S SNAPPED ON D0. DO. D0. *10X1 /2" S.M.S. AT 24 "0.C. DO. DO. COLUMN SCHEDULE SPACE CHAIR-RAIL 6 -2" C -C MAX D0. DESIGN CRITERIA WALLS: DESIGNWIND LOAD IN 0 OUT 13 P.S.F. TEST LOAD WIND IN 8 OUT 195PS F. ROOF: DESIGN LIVE LOAD DOWN 7 PS.F. DESIGN WIND LOAD UP 7 P.S.F. TEST LOAD UP & DOWN 105P.S.F. RECOVERY AT TEST LOAD 90 %MIN. DEFLECTION LIMIT AT TEST LOAD L /80 NOTES: I.) ROOF 61 SIDES SHALL BE COVERED WITH SCREEN CLOTH BEING 60% OR GREATER OPEN THE ADDITION OF SOLID ROOFING OR SIDING IS NOT COVERED BY THIS SHEET. a) THE EXISTING STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED SCREEN ENCLOSURE 3.) 6063 -T6 ALUM. ALLOY BEAMS WILL BEAR IDENTIFICATION I - FT FROM EACH END OF BEAM. 4.) USE ADDITIONAL SETS OF CABLES WHERE BEAM SPANS EXCEED THOSE SHOWN IN CABLE SCHEDULE 5.)A TOLERANCE OF .006 "± IS ALLOWED WHERE WALL THICKNESS EXCEEDS.055 ". EXPOSED FASTENERS SHALL BE NON- MAGNETIC STAINLESS STEEL OR ALUM. EXCEPT CABLE FASTENERS MAY BE HOT - DIP GALV. STEEL 7.)MASONRY ANCHORS SHALL BE MADE OF NON - CORROSIVE METALIC CONST. OR OF VIRGIN P.V.C. PLASTIC. ALTERNATE FASCIA LAG I NEW MEM. TO OLD W /2 -I /4" X5 "LAGS INTO EA. TRUSS OR RAFTER DETAIL 2 -#10 SIRS. I "x 2 I/2X I/8L 6" WNG TYPICAL ROOF PLAN 2 ANCHOR?3 TYPICAL ELEVATION 8 /32"S.S. CABLE 6/16"WELDED EYE BOLT 2 3/32" NICO SLEEVE 1/4" 0 X 3" LONG GALV. 9RACKET 3/32" SS. CABLE 3/32" NICO- SLEEVE EAVE SCORNER MEM. DETAIL 9 NOTE : THIS BRACING DOES NOT APPLY TO THAT PORTION OF ENCLOSURE THAT IS FRAMED INTO AN 'L' OR 'U ' OF AN EXISTING BLDG. 202 SNAP 202 102 EAVE & CORNER 1X2, MISCELLANEOUS COMPONENTS a 0 u COLUMN 0 DETAIL 4 1 8" MIN. FTG. BY OTHERS DETAIL 10 NOTE, 3/32' -I X 19 S.S CABLE ,MFGD BY UNIVERSAL WIRE PROUIICTS OR EQUAL CABLE 5. 102 WIND BRACING DETAILS 1X2 2 "X2 "XI /8 L EA. SIDE l#5 CONT. xz BOX BEAM 2 "MIN FASCIA 1X2 BEAM CONNECTION USE 2 "X2 "X VB " L x 2 "L13. EA.SIDE W /5 # 10 S.M.S. TO BEAM 6 4 #10X2 V2 S.M.S. TO FASCIA DETAIL 1 3 V2" 2' MIN. FASCIA BEAM CONNECTION USE 2"X 2"X V8'L 2' LG. EA. SIDE W/ 2- I/4 THRU BOLTS TO BEAM 6 4 -# 10X 212" SM.S. TO FASCIA DETAIL 5 NOTES: 0' TO 32' SPAN USE 4 -# 10 S.MS 6 2 ANCHORS EA. COLUMN. OVER 32' SPAN USE 640 10 S.M.S. 6 4ANCHORS EA. COLUMN USE 2 ANCHORS 6 4 S.M.S. EA. SIDE OF CORNER COLS. 50' 56' . 5 35'- UP USE CABLES ROOF BRACING LAYOUT (FREE STANDING & FASCIA ATTACHED ENCLOSURES) I -BEAM 102 BRACING SCHEDULE 0' - 16' USE 2 -# 10 S.S. 16' - 24' " 3 " BOX BEAM 2# 0 SMS TO PURLIN DETAIL 2 I/8 "X 1/2" STRAP EA. PURLIN# 10 TTIIL7 SHOWN 25(2"X 1/B "L W/ 2- l0 S.M.S. EA. LEA DETAIL 6 NOTE: NOT REQUIRED FOR BOX BEAMS LIMITATIONS : OVERHANGS -1' TO 2' MAX . SPAN OF SCREEN ENCLOSURE BEAMS • 40'-0" OVERHANGS -2' TO 3' MX . SPAN OF SCREEN ENCLOSURE BEAMS • 36' -0" OVERHANGS -3' TO 4' MAX. SPAN OF SCREEN ENCLOSURE BEAMS • 30' -0" OVERHANGS EXCEEDING 4' -0" MUST BE CHECKED BY THE ENO'R TO DETERMINE IF THE OVERHANG CAN SAFELY SUPPORT TIE LOADED SCREEN ENCLOSURE. SANS EXCEEDING THE ABOVE MUST BE CHECKED BY THE ENG'R TO DETERMINE IF THE OVERHANG CAN SAFELY SUPPORT THE LOADED SCREEN ENCLOSURE EAVE MEM. SCREEN ENCLOSURE DETAIL BOX BEAM "X212 "X 1/9"L W /4# 10 S.M DETAIL 3 I -BEAM DETAIL 7 DATE: AUGUST 19, 1968 REVISED: AUGUST 9, 1972 JAN.8,I976 EAVE MEM. COLUMN 102 OR 202 I4. 21/2"XlNL 6 .W/4010S S. 2 " XeX1/8 . LW /2 -#I0 EAVE MEM. S.M.S. EA. LEG COLUMN CLIMATPOL CORPORATION 6900 N.W. 77 CT. MIAMI , FLORIDA P.O. BOX 440563 33144 ENGINEER: ROBERT S. MONSOUR JOB NUMBER 1071 THESE PLANS ARE APPROVED FOR ISSUANCE OF A BUILDING PERMIT 0 MTN NO VARIARC'' S 0 WITH °'ARIANCE(S) LISTED IN "REMARKS" I'M OPER DEVIATIO 'S FR( 9 THE $,LII,Vii S'' "_ : ?ES BUILDING AND ZONING ORDINANCES WILL BE PE U.:I I T F.0. UN SPECIFICALLY LISTED BELOW. ALL OTHER APP' ICABI E STATE AND COUNTY LAWS MUST BE COMPLIED WITH BY ALI. PARTIES. A o -17er S'ar -hare ir . FIRE DEPARTMENT PUBLIC WORKS POLICE DEPARTMENT BUILDING DIRECTOR • 9 PLANNING & ZONING BOA, t) VILLAGE COUNCIL APPROVAL PRELIMINARY: FINAL: REMARKS: COMPLIANCE WITH THE SOUTH FLORIDA BUILDING CODE AS ADOPTED BY MIAMI SHORES VILLAGE IS REQUIRED. THE ARCHITECT, *WIDER & SUB CONTRACTORS ARE CHARGED WITH THE Kr:OW[EDGE CF AU BUILD- ING REGULATIONS WHETHER OR NOT SPECIFICALLY INDICATED HEREIN. JOB COPY CLIMATRDL 6900 Palmetto Expressway, N.W. N.W. 77 et. Miami Florida 31; • Iffilliii=1111111.161111.111111 111111M1111111111EIMERMI t _ • Sys. • CORPORATION 4 _,..-- • • 1 ---- - ------- - 1 4- - - - Origkeeles mod *MN st bersd flIntri. t firo4 andlisem $ 11 P$ 2 4 A F 1 0771 CL.IMATROL CORPORATION Oiilinate s and Manrfachinsi of b ivvd•d Aluminum Patio and Peel EncMwras S i n c• 1952 6900 Palmetto Expressway, N.W. N.W. 77 Ct. Miami, Florida 33166 DRAWN 1 BY. 1 DATE SCALE LOT Sue. t l Bait. AWING NQ 4-. t b b TYPE '13' BEAMS AND COLUMNS b M TYPE 'C' T2 BEAM AND COLUMN SCHEDULE MARK 503 663 773 873 1013 TYPE 21=8" 27 32=2" 37 =4' 43' -10" .094 .100 .110 .120 .133 403 603 703 804 1004 302 202 402 602 702 MARK 302 402 A A A A A A A A A A B MISC. C C C TYPE B MEMBER 202 202 202 IX2 IX2 IX2 I X2 SIZE THICKNESS b 3.00 3.20 3.50 3.85 4.25 3.00 3.00 3.00 4.00 4.00 2.00 2.00 2.00 2.00 2.00 b 200 2.00 8' -0° I6 =0° ice-0" 13 =0 9=0" 14.6 11' -0" l2 d 5.00 6.60 7.70 8.70 10.10 4.00 6.00 7.00 8.00 10.00 3.00 2.00 400 6.00 7.00 d 3.00 400 12' -O" 10.8 HEIGHT 'SPAN C ABLES b' 3.00 3.00 3.20 347 3.75 3.00 3.00 3.00 4.00 400 SIZE b' T1 088 .094 .125 .125 .140 .050 .040 .060 .090 .140 T 050 060 DESCRIPTION STRUT TO 102 AT BEAM STRUT TO EAVE SECTION CHAIR RAIL TO COLUMN PERIMETER MEM. JOINED PERIMETER MEM. TO COL. PERIMETER MEM. TO CONC. PERIMETER MEM. TO WOOD 1 SET (2 CABLES) I SET (2 CABLES) 1 SET (2CABLES) 1 SET (2 CABLES) I SET (ZCABLES) T2 .050 .055 .060 .070 .080 .060 .060 .066 .070 .096 .050 .040 .050 .050 .060 T2 .050 .050 32' - -0" 29 =0" 26 =0" 240" 2V-4" SPAN T3 094 .100 .100 .108 .117 .088 .094 .125 .125 .140 .050 .120 .180 .280 THICKNESS T3 .050 .120 MAX .BEAM SP.AN SPACED £. _€ 5' -0" 18=2" 25=0" 30 -3" 35 -il" 45=3" 12' - -2" 8 -0" 17=1" 26' -0" 323 5' -0" I0.4" 140" MISCELLANEOUS FASTENING SCHEDULE FASTENER 2# 10X3/4" S.M.S. D0. DO DO. DO. ANCHOR AT 24" C -C ♦10X2I/2 "S.MS 24 "CC SCREEN WALL CABLE SCHEDULE 2 SETS (4CABLES) 2 SETS (4CABLES) 2 SETS (4CABLES) 2 SETS (4 CABLES) 2 SETS (4CABLES) , CABLES ANCHORS TO CONCRETE & MASONRY SHALL BE I/4"X THUNDERBOLTS # 10 X 2 I/2' S.M.S. IN JORDAN 1020 A OR APPROVED EQUAL. 6L0" 20'- 6" 26' -0 30=4" 35 =0 41=2" 17'2" 23=7" 28' -5" 33=8" 42' -6" 11=5 8L0° 16=1" 24 -6" 30 =4" 6'- -0" 9.5" 12 =9" 1/2" CHOR 7' -0" 18' -10" 23' -5" 27=4" 31'- 11" 37' -4" 19=8 24' -6" 281 8" 33 = • 39=2" 16' -6" 22=5" 26=11" 32=1" 40' -4" 10'10" 8 ' 0 1' 15.4" 23.3 28 =10" 7=0" 8L9" 11 =9" 8• -0" 15' -8 21=5" 25' - -10" 30=7" 38' -7" l0'- 4" 7 -0" 147" 22'3" 27' - -6" MAX. COLUMN SPAN SPACED E- E 8=0" 8 =2" W-0" - 0" REMARKS W/ 2- IX2'S SNAPPED ON DO. D0. D0. D0. D0. W /2 -I X 2'S SNAPPED ON D0. DO. D0. *IOXI /2" S.M.S. AT 24 ° 0.C. D0. D0. SPACE CHAIR RAIL C -C MAX COLUMN SCHEDULE D0. DESIGN CRITERIA WALLS', DESIGNWIND LOAD IN 0 OUT 13 PS.F. TEST LOAD WIND IN B OUT 195PS F. MEL DESIGN LIVE LOAD DOWN 7 P.S.F. DESIGN WIND LOAD UP 7 PS.F. TEST LOAD UP 6 DOWN 105P.S.F. RECOVERY AT TEST LOAD 90 %MIN. DEFLECTION LIMIT AT TEST 10AD L /80 NOTES: I.) ROOF S SIDES SHALL BE COVERED WITH SCREEN CLOTH BEING 60% OR GREATER OPEN THE ADDITION OF SOLID ROOFING OR SIDING IS NOT COVERED BY THIS SHEET. 2.) THE EXISTING STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED SCREEN ENCLOSURE 3.) 6063 -T6 ALUM. ALLOY BEAMS WILL BEAR IDENTIFICATION I • FT FROM EACH END OF BEAM. 4.) USE ADDITIONAL SETS OF CABLES WHERE BEAM SPANS EXCEED THOSE SHOWN IN CABLE SCHEDULE 5.) A TOLERANCE OF .006"± IS ALLOWED WHERE WALL THICKNESS EXCEEDS.055 ". 6.)EXPOSED FASTENERS SHALL BE NON- MAGNETIC STAINLESS STEEL OR ALUM. EXCEPT CABLE FASTENERS MAY BE HOT - DIP GALV. STEEL 7.)MASONRY ANCHORS SHALL BE MADE OF NON-CORROSIVE METALIC CONST. OR OF VIRGIN P.V.C. PLASTIC. BOX BEAM EXISTING STRUCTURE ALTERNATE FASCIA LAG 1 NEW MEM. TO OLD W/2 -I/4 XB'LAGS INTO EA. TRUSS OR RAFTER DETAIL 241 S.M.S. 1 "x 2 I/2"X 1/d L. 6 "LONG TYPICAL ROOF PLAN 2 ANCHOR 8 TYPICAL ELEVATION Ix2 202 3/32' S.S. CABLE 5/I6'WELDED EYE BOLT 2- 3/32" NICO SLEEVE 1/4' 0 X 3' LONG GALV. BRACKET COLUMN 202 2 "X2 "X I /B" L- W/ 2# 10 S.M.S. EA. LEG DETAIL 9 200# BREAKING STRENGTH 3/32" SS. CABLE 3/32" NICO - SLEEVE EAVE SCORNER MEM a 0 W COLUMN Roo- 10 S.M.S. 3" LONG SIDEWALL BRACING NOTE : THIS BRACING DOES NOT APPLY TO THAT PORTION OF ENCLOSURE THAT IS FRAMED INTO AN 'L' OR'LI' OF AN EXISTING BLDG. 202 102 EAVE & CORNER MISCELLANEOUS COMPONENTS 1X2 NOTE 3/32" -I X Jo S.S CABLE, MFG'D BY UNIVERSAL WIRE PRODUCTS OR EQUAL DETAIL 4 2 "X2 /8 L EA. SIDE DETAIL 10 CABLE 51 102 WIND BRACING DETAILS .. 2" MIN FASCIA BEAM CONNECTION USE 2 "X2'X VB•L X2' LB. EA. SIDE W /5M10 SAS. TO BEAM 6 4 #I0X2V2 S.M.S. TO FASCIA DETAIL 1 X2 BOX BEAM 2' MIN. FASCIA 31/2" BEAM CONNECTION USE 2"X 2"X V6'L 2' LG. EA. SIDE W/ 2- I/4" THRU BOLTS TO BEAM E. 4 -# 10X 21/2" SM.S. TO FASCIA DETAIL 5 NOTES: 0' TO 32' SPAN USE 4-#10 S.MS E. 2 ANCHORS EA. COLUMN. OVER 32' SPAI4 USE 640 10 S.M.S. 6 4ANCHORS EA. COLUMN USE 2 ANCHORS 0 4 S.M.S. EA. SIDE OF CORNER COLS. I-BEAM 102 BRACING SCHEDULE 0'- 16' USE 2 -N 10 SM.S. I6' - 24 " 3 24' -3d " 4 35'- UP USE CABLES ROOF BRACING LAYOUT (FREE STANDING & FASCIA ATTACHED ENCLOSURES) MIN 0\ t► DETAIL 2 I/B "X I/2" STRAP EA. PURLIN 10 r: SwN DETAIL 6 NOTE: NOT REQUIRED FOR BOX BEAMS DETAIL 3 I -BEAM 2 "X25(I d /2.# EAVE MEM. S.M.S. EA. LEG LIMITATIONS : OVERHANGS -l' TO 2' MAX. SPAN OF SCREEN ENCLOSURE BEAMS • 40' -0' OVERHANGS -2' TO 3" MAX .SPAN OF SCREEN ENCLOSURE BEAMS • 36 • -0 • OVERHANGS -3' TO 4' MAX . SPAN OF SCREEN ENCLOSURE BEAMS • 30 ' -0 • 9VERHANGS EXCEEDING 4' -0' MUST BE CHECKED BY THE EN6'R TO DETERMINE IF THE OVERHANG CAN SAFELY SUPPORT THE LOADED SCREEN ENCLOSURE. $PANS EXCEEDING THE ABOVE MUST BE CHECKED BY THE ENG'R TO DETERMINE IF THE OVERHANG CAN SAFELY SUPPORT THE LOADED SCREEN ENCLOSURE EAVE MEM. DETAIL 7 SCREEN ENCLOSURE DETAIL SHEET CLIMAIROL CORPORATION 6900 N.W. 77 CT. MIAMI , FLORIDA P.O. BOX 440563 33144 ENGINEER: ROBERTS.MONSOUR JOB NUMBER DATE: AUGUST 19, 1968 REVISED: AUGUST 9, 1972 JAN.8,1976 102 OR 202 15( V2'XI/1" L 6 GLG.W4#K/SMS COLUMN 1071 I Opp" 1 mres 4-. t b b TYPE '13' BEAMS AND COLUMNS b M TYPE 'C' T2 BEAM AND COLUMN SCHEDULE MARK 503 663 773 873 1013 TYPE 21=8" 27 32=2" 37 =4' 43' -10" .094 .100 .110 .120 .133 403 603 703 804 1004 302 202 402 602 702 MARK 302 402 A A A A A A A A A A B MISC. C C C TYPE B MEMBER 202 202 202 IX2 IX2 IX2 I X2 SIZE THICKNESS b 3.00 3.20 3.50 3.85 4.25 3.00 3.00 3.00 4.00 4.00 2.00 2.00 2.00 2.00 2.00 b 200 2.00 8' -0° I6 =0° ice-0" 13 =0 9=0" 14.6 11' -0" l2 d 5.00 6.60 7.70 8.70 10.10 4.00 6.00 7.00 8.00 10.00 3.00 2.00 400 6.00 7.00 d 3.00 400 12' -O" 10.8 HEIGHT 'SPAN C ABLES b' 3.00 3.00 3.20 347 3.75 3.00 3.00 3.00 4.00 400 SIZE b' T1 088 .094 .125 .125 .140 .050 .040 .060 .090 .140 T 050 060 DESCRIPTION STRUT TO 102 AT BEAM STRUT TO EAVE SECTION CHAIR RAIL TO COLUMN PERIMETER MEM. JOINED PERIMETER MEM. TO COL. PERIMETER MEM. TO CONC. PERIMETER MEM. TO WOOD 1 SET (2 CABLES) I SET (2 CABLES) 1 SET (2CABLES) 1 SET (2 CABLES) I SET (ZCABLES) T2 .050 .055 .060 .070 .080 .060 .060 .066 .070 .096 .050 .040 .050 .050 .060 T2 .050 .050 32' - -0" 29 =0" 26 =0" 240" 2V-4" SPAN T3 094 .100 .100 .108 .117 .088 .094 .125 .125 .140 .050 .120 .180 .280 THICKNESS T3 .050 .120 MAX .BEAM SP.AN SPACED £. _€ 5' -0" 18=2" 25=0" 30 -3" 35 -il" 45=3" 12' - -2" 8 -0" 17=1" 26' -0" 323 5' -0" I0.4" 140" MISCELLANEOUS FASTENING SCHEDULE FASTENER 2# 10X3/4" S.M.S. D0. DO DO. DO. ANCHOR AT 24" C -C ♦10X2I/2 "S.MS 24 "CC SCREEN WALL CABLE SCHEDULE 2 SETS (4CABLES) 2 SETS (4CABLES) 2 SETS (4CABLES) 2 SETS (4 CABLES) 2 SETS (4CABLES) , CABLES ANCHORS TO CONCRETE & MASONRY SHALL BE I/4"X THUNDERBOLTS # 10 X 2 I/2' S.M.S. IN JORDAN 1020 A OR APPROVED EQUAL. 6L0" 20'- 6" 26' -0 30=4" 35 =0 41=2" 17'2" 23=7" 28' -5" 33=8" 42' -6" 11=5 8L0° 16=1" 24 -6" 30 =4" 6'- -0" 9.5" 12 =9" 1/2" CHOR 7' -0" 18' -10" 23' -5" 27=4" 31'- 11" 37' -4" 19=8 24' -6" 281 8" 33 = • 39=2" 16' -6" 22=5" 26=11" 32=1" 40' -4" 10'10" 8 ' 0 1' 15.4" 23.3 28 =10" 7=0" 8L9" 11 =9" 8• -0" 15' -8 21=5" 25' - -10" 30=7" 38' -7" l0'- 4" 7 -0" 147" 22'3" 27' - -6" MAX. COLUMN SPAN SPACED E- E 8=0" 8 =2" W-0" - 0" REMARKS W/ 2- IX2'S SNAPPED ON DO. D0. D0. D0. D0. W /2 -I X 2'S SNAPPED ON D0. DO. D0. *IOXI /2" S.M.S. AT 24 ° 0.C. D0. D0. SPACE CHAIR RAIL C -C MAX COLUMN SCHEDULE D0. DESIGN CRITERIA WALLS', DESIGNWIND LOAD IN 0 OUT 13 PS.F. TEST LOAD WIND IN B OUT 195PS F. MEL DESIGN LIVE LOAD DOWN 7 P.S.F. DESIGN WIND LOAD UP 7 PS.F. TEST LOAD UP 6 DOWN 105P.S.F. RECOVERY AT TEST LOAD 90 %MIN. DEFLECTION LIMIT AT TEST 10AD L /80 NOTES: I.) ROOF S SIDES SHALL BE COVERED WITH SCREEN CLOTH BEING 60% OR GREATER OPEN THE ADDITION OF SOLID ROOFING OR SIDING IS NOT COVERED BY THIS SHEET. 2.) THE EXISTING STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED SCREEN ENCLOSURE 3.) 6063 -T6 ALUM. ALLOY BEAMS WILL BEAR IDENTIFICATION I • FT FROM EACH END OF BEAM. 4.) USE ADDITIONAL SETS OF CABLES WHERE BEAM SPANS EXCEED THOSE SHOWN IN CABLE SCHEDULE 5.) A TOLERANCE OF .006"± IS ALLOWED WHERE WALL THICKNESS EXCEEDS.055 ". 6.)EXPOSED FASTENERS SHALL BE NON- MAGNETIC STAINLESS STEEL OR ALUM. EXCEPT CABLE FASTENERS MAY BE HOT - DIP GALV. STEEL 7.)MASONRY ANCHORS SHALL BE MADE OF NON-CORROSIVE METALIC CONST. OR OF VIRGIN P.V.C. PLASTIC. BOX BEAM EXISTING STRUCTURE ALTERNATE FASCIA LAG 1 NEW MEM. TO OLD W/2 -I/4 XB'LAGS INTO EA. TRUSS OR RAFTER DETAIL 241 S.M.S. 1 "x 2 I/2"X 1/d L. 6 "LONG TYPICAL ROOF PLAN 2 ANCHOR 8 TYPICAL ELEVATION Ix2 202 3/32' S.S. CABLE 5/I6'WELDED EYE BOLT 2- 3/32" NICO SLEEVE 1/4' 0 X 3' LONG GALV. BRACKET COLUMN 202 2 "X2 "X I /B" L- W/ 2# 10 S.M.S. EA. LEG DETAIL 9 200# BREAKING STRENGTH 3/32" SS. CABLE 3/32" NICO - SLEEVE EAVE SCORNER MEM a 0 W COLUMN Roo- 10 S.M.S. 3" LONG SIDEWALL BRACING NOTE : THIS BRACING DOES NOT APPLY TO THAT PORTION OF ENCLOSURE THAT IS FRAMED INTO AN 'L' OR'LI' OF AN EXISTING BLDG. 202 102 EAVE & CORNER MISCELLANEOUS COMPONENTS 1X2 NOTE 3/32" -I X Jo S.S CABLE, MFG'D BY UNIVERSAL WIRE PRODUCTS OR EQUAL DETAIL 4 2 "X2 /8 L EA. SIDE DETAIL 10 CABLE 51 102 WIND BRACING DETAILS .. 2" MIN FASCIA BEAM CONNECTION USE 2 "X2'X VB•L X2' LB. EA. SIDE W /5M10 SAS. TO BEAM 6 4 #I0X2V2 S.M.S. TO FASCIA DETAIL 1 X2 BOX BEAM 2' MIN. FASCIA 31/2" BEAM CONNECTION USE 2"X 2"X V6'L 2' LG. EA. SIDE W/ 2- I/4" THRU BOLTS TO BEAM E. 4 -# 10X 21/2" SM.S. TO FASCIA DETAIL 5 NOTES: 0' TO 32' SPAN USE 4-#10 S.MS E. 2 ANCHORS EA. COLUMN. OVER 32' SPAI4 USE 640 10 S.M.S. 6 4ANCHORS EA. COLUMN USE 2 ANCHORS 0 4 S.M.S. EA. SIDE OF CORNER COLS. I-BEAM 102 BRACING SCHEDULE 0'- 16' USE 2 -N 10 SM.S. I6' - 24 " 3 24' -3d " 4 35'- UP USE CABLES ROOF BRACING LAYOUT (FREE STANDING & FASCIA ATTACHED ENCLOSURES) MIN 0\ t► DETAIL 2 I/B "X I/2" STRAP EA. PURLIN 10 r: SwN DETAIL 6 NOTE: NOT REQUIRED FOR BOX BEAMS DETAIL 3 I -BEAM 2 "X25(I d /2.# EAVE MEM. S.M.S. EA. LEG LIMITATIONS : OVERHANGS -l' TO 2' MAX. SPAN OF SCREEN ENCLOSURE BEAMS • 40' -0' OVERHANGS -2' TO 3" MAX .SPAN OF SCREEN ENCLOSURE BEAMS • 36 • -0 • OVERHANGS -3' TO 4' MAX . SPAN OF SCREEN ENCLOSURE BEAMS • 30 ' -0 • 9VERHANGS EXCEEDING 4' -0' MUST BE CHECKED BY THE EN6'R TO DETERMINE IF THE OVERHANG CAN SAFELY SUPPORT THE LOADED SCREEN ENCLOSURE. $PANS EXCEEDING THE ABOVE MUST BE CHECKED BY THE ENG'R TO DETERMINE IF THE OVERHANG CAN SAFELY SUPPORT THE LOADED SCREEN ENCLOSURE EAVE MEM. DETAIL 7 SCREEN ENCLOSURE DETAIL SHEET CLIMAIROL CORPORATION 6900 N.W. 77 CT. MIAMI , FLORIDA P.O. BOX 440563 33144 ENGINEER: ROBERTS.MONSOUR JOB NUMBER DATE: AUGUST 19, 1968 REVISED: AUGUST 9, 1972 JAN.8,1976 102 OR 202 15( V2'XI/1" L 6 GLG.W4#K/SMS COLUMN 1071 s. *c.Ne (11 sy FFICE COPY THESE PLANS ARE APPROVED FOR ISSUANCE O A autumn PERMIT ® WITH NO VARIAP°en ❑ MTP V'ARIANCE{S3 LISTED IN "REMARKS" NO OTHER DEViAllIPS FR DM t:9 THE MIAMI S`• ES BUILDING AND ZONING ORDINANCES WILL BE PERMITTED. UNLESS SPECIFICALLY LISTED BELOW. ALL OTHER APPLICABLE STATE AND COUNTY LAWS MUST BE COMPLIED WITH BY ALL PARTIES. ftt t'nrind S Rn ^tire a:; to FIRE DEPARTMENT PUBLIC WQRKS POLICE DEPARTMENT BUILDING DIRECTOR PLANNING & ZONING VILLAGE COUNCIL ARO APPROVAL PRELIMINARY: FINAL: REMARKS: COMPLIANCE WITN THE SOUTH FLORIDA BUILDING MICE AS ADOPTED BY MIAMI SORES IMAGE IS REQUIRED. THE ARCHITECT, BUILDER & SUB CONTRACTORS ARE CHARNEL` VIITH Tor It OF ALL BUILD - ING REGULATIONS WHETHER OR NOT SPECIFICALLY INDICATE) HEREIN. 1 N3 2(34- - 7 E • P 'P ANE/11•1.1•••■•••■••• t .\ r 1■1-.0 DOG L. ! f*..) I 0 . 00 50. 5 • Pole .2. I • 4 • — ki) I' LN. L_LE ; ,- -- • - --••• s=—.01 2 • ...1120 E L c) (.2%._ N ; 5 K ' i OF -7-5::(:) t...,0 1 3 )3o. 0 . 1 -5 - ' ,. i ts:: ) • " . I - ' ‘,...) \ 1 . -' E c ....5 in A7r:v-zi: to - •;.1.-11, ..1. Q. .... 1.-"7.2'sli:.; . :141,f7 . Fa. CERTIFICATiON: 1 Hereby Certify that the Survey of the ()rawly described nereon tit* and COMO to the pest ot knowiedp *id belief 3 S recently survey** alOar *fraction and *fat then ars N, ts UT) 4k. te pf Florida c. ::'- -4(;)