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Home My WebLink AboutTruss>-< DETACHED GARAGE SITE BUILDING PLAN 35'-4" 13'-2" 50'-7" 129'-7" E FEE FEE . FEE Via/''. 17'-6" I I I 13'-0" - TYPICAL 3' OVERHANG DETAIL 12 4 F 2'-0„ OVERHANG ,- -------2`----- I I I �r I I I 12 71 HURRICANE METAL. STRAP ANCHOR EACH TRUSS (BY BLDR) TYPICAL 2' OVERHANG DETAIL ❑I'( OV7D AS NOTE ,: 'CJ F,t_VIEVvtD ONLY FOR CONFORMANCE WITH THE DESIGN CONCEPT OFTHE PROJECT AND FOR COMPLIANCE WITH THE INFORMATr)rr GIVEN r� TRACT DOCUMENTS C(lhfTRACTOR _j 13 NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORI7^.TION FOR FA.RRICATInN, 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "SCSI—B1 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TI TLE DATE IN 1 HE UJI, SHALL VERIFY ALL DIMENSIOgS OF ALL All spacing is 24 O.C., except as noted. COMPONENTS AS PART OF F'NAL ENSEMBLE; All walls shown are bearing, except as noted. THIS APPROVAL DOES NOT RELIEVE THE, All valleys calculated with sheathing under. CONTRACTOR CIF ANY RESPONSIBILITY FOR Number of girder plies to be determined by engineering. COMPLIANCE WITH SPICIFiCATIONS, DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. ALBERI' A BAR ULO • Labeling trusses is a service, not a requirement. Engineered co s(J �17NG NEERdrawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. DATE BY WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO y� PREVENT TOPPLING AND DOMMOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REQUIRED IN SPECIFIC APPLICATIONS. SEE 'BCSI-B1 Summary Sheet COMMENTARY J3 and RECOMMENDATIONS for HANDLING, INSTALLING do BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY J1 SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT ° DAMAGE. _ TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE _11'-a �VOl1P9� © CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL (OH) REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO TYPICAL CORNED `.SET DETAIL HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. FiAN(�EKS TO BE USED Exposure WIND AND GRAVITY CRITERIA Exposure Category : B Bldg Category : 2 Wind Design Velocity : LQ MPH (SIr pSon) 01" (Usp) Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : 8::: 0 t Ni26 ®HU526 Stephen W. Warter Sttuct Eng #54395 2590 N. Kings Highway, Fat�R�@� � � � �64-4160 R E �� C� . •N S E • iEsr j Te (Manger Dy bullder) s N O T E o . 1z Trusses showr on this layout are a component part of the building and show fuss 10cation. Proper erection, temporary and SOUTHE 7 2 permane^. bracing design are the responsibility of the building pafA�/•••• ••• designn or his engineer . Lateral bracing shown on the individual TRUSS COS trusr drawings mUht be placed during the erection procedure. a o` r— — 2590 N. Kings Highway, Fort �fefic�rt�l�r3495°I `JUU ( LOT: 1911 DkISS: 3415 S. Indian River Drive, Fort Fierce, FL. CDSIUM: Malasl<--y Homes mrn SmE. DAM DRAWN DY: DUMIG Nuvpm: F91UIOEEr�R,'O U S COMPANIES, INC. SOUTHERN .-, RANDY@SpUTHE�If�CRTOM T'7 �LJ 2590 N. KINGS HIGHWAYJAp,V34951 COMPANIES (800) 232-0509 / (772) 4R �EpC772> 318-001 Fax INFORMANU WITH THE r -41 Project Nave and Address: -3LJ(r, 5'. '1k)bkNR- � �1� T OFp�i ��,�E T A ,p ✓'; �R Single-FaMRY ANCE WITH T E INT70 MA.' Lot; Block; County) P ! I- kiACV;F— IN THE CONTRACT DOCUMENTS, CONTR ;,"TOR Multi-Far�ily Truss Company: Southern Truss Companies, Inc, SHALL VERIFY ALL DIMENSION�ALL COMPONENTS PART OF FINAL ENSEMBLE. Commercial Truss Engineering Prograr�,i TrussPro by Arce EngineerinYAORPPR�VAL DOES. NOT RELIEVE THE Plates By, Automatic Stamping, LLC, CONTRACTOR OF ANY RESPONSIBILITY FOR COMPLIANCE WITH SPECIFICATIONS. Contractor / Builder: � �Sk� C�(nMF1 '5 ALBE RGIU P.E. Model; r`FSib'>-J GC �- pi---r rp STATEMENTi << I certify that the engineering for the trusses listed on the DAM_c he in ex By ave ,peer)design ed and checked for compliance with the Standard Building code 1997 and FBC2007. The trusf system has been designed to provide adequate resistance to wind load and forces as required by the following provision, ROOF FLOOR Design criteria; ASCE 7705j (LJa MPH Top chord live load, aQ P,S.F Top char live load) P,S.F Engineers Stephen W. Warter Top chord dead loads—P,S.F Top chord ad ad: P,S,F Bottom chord live load: P.S.F Bottom chord -.l`dl P,S,F Address; 4922 Dyer Blvd, Bottom chord dead load, P,S,F Bottom ch dead toddi P,S,F West Palm Beach, FL, 33407 Durration factory Durration factor; Mean height, 2 Exposure, C 10.0 P.S.F bottom chord live load nonconcurrent with any other live loads. This is an Index sheet submitted in accordance with the Department of Professional Engineering, Tallahassee, FL, Engineering sheets are photocopies of the original design and approved by me, NQ. Truss ID N0. Truss ID N0. Truss ID N0. Truss ID N0. Truss ID N0. Truss ID 1 20 39 6 58 77 LVe 96 C, 2 21 - 40 59 31 78 -'2- 97 ! 3 13-3m 22 41 T 60 79 -)- 98 Rl E 4 � ( A 23 1 42 "�2 61 80 99 E 5 c,)'IA 24 43 62 i+'-(b 81 100 6 25 3 44 12 63 82 101 7 26 45 Z 64 31 83 U 8 102 Li i 8 ( - 27 46 N°Z L 84 v Z 103 40 9 �'� 28 47 AU4A 66 85 ( 104 1 1 p 29 48 67 `3 86 2f� 105 j 1�1 30 jA 49 tJ 68 6P (L 87 3 106 1'2:. 31 J 50 69 88 107 1,3' O 32 J 51 70 q 89 108 14 33 t J 52 t4'iA 71 41(B 90 5L 109 15 34 53 � = 72 91 ( 110 16v 35 54 \3 3F 73 92 1341>timy 11 36 55— 74 t1Z 93&\N37 56 q(=- 75 �% 9419` 38 57 �� 7g 1) 95•114As witness by my seal, I hearby certify that the above Information CZ belief, ; LU Is true and correct to the best f m knowledge and o CO : • W Name, Stephen W. Warter �ic'� OF �,(j Lic. #54395 Date. ;.s .p••° F L 0 ��'•°!,?`o Vv e eFS.S I wA Iai-�aU ON n .l NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L.Factor=1.00) nds toe nails only have 0.83 of lateral Resistance Value. 12- HIP GIRDER '0 '0 '(D 12 1.5 & OVER 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT 0 UP TO 265# = 2-16d NAILS REQ'D. B@ UP TO 394# = 3-16d NAILS REQ'D. J'K(HIPGIRIDER) J30U �,use 2-16dJ5`\toe nail\TC & BC.A OA QA OO i Typical jack 45' attachment TYPICAL CORNER LAYOUT use 3- 16d `. toe nail @ TC & 3-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC _ _ _ _ _ _ _ 2-16d nails — — — — — J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — _ _ _ — _ _ 2-16d nails — — — — — J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — _ — _ _ 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC _ — — _ — _ _ 3-16d nails — — — — — MINIMUM GRADE OF LUMBER LOADING (PSF) FBC FBC2007 T.C. 2x4 SYP #2 L D B.C. 2x4 SYP #2 TOP 20 f WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24" O.C. SOUTHERN Port Pierce Division TRUSS 2590 N. Kings Highway, Fort Pierce, FL 34951 PAI (800)232-0509 (772)464-4160 htip://www.southerntruss.com Fax:(772)318-0016 By: Stephen W. Warter, Structural Eng. License # 54395 2590 N. Kings Highway, Fort Pierce, FL 34951 f TYPICAL DEVIL CORNER® HIP ALLOWABLE REACTION PER JOINT NOTE: NDS=National Design Specifictions for Wood Construction. D UP To 265# = 2-16d NAILS REQ'D. 132.5# per Nail (D.O.L.Factor=1.00) BQ UP To 394# = 3-16d NAILS REQ'D. nds toe nails only have 0.83 of lateral Resistance'Volue. 12 1.5 & OVER n HIP GIRDER 12 1.5 & OVER !�0 -_0 -,0 o0 CORNER JACK GIRDER Typical jack 45' attachment TYPICAL CORNER LAYOUT Io � I I Ln 0 i 0 Typical Hip —jack' attachment 351 Stephen W. Warter, Structurol Eng. License # 54395 2S9U N. r 2- y �� T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover go% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. NaTPattern,i-Brace size g '� "`� 1 x4 or 1 xo2x4 or 2x6 or 2x8 Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WEB 1 Nails` V Web Nails/ Nails SPACING k � Section Detail T-Brace Web Bra'te Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (') T-Brace 1x4 (') I -Brace. 2x6 1x6 (`) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace, 2x8 1-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-B race 2x4 I -Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x8 I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SYP webs are used in the an, 1x4 or 1x6 SYP braces must be stress rated boards with design values that are equal to (or better) the truss web I -Brace design values. For SYP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45for T-Brace/I For SYP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Bracell Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" D.C. WE Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Web Nails L-BRACE DETAIL Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss 4m.*. s ng v 2x82x8 — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Continuous ateral Bracing Web Size 4Rows 2 25c3 or 2x42x62x8 — DIRECT SUBSTITUTION NOT APLICABLE I I4,=-D Noor MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP #2 SPF #1/#2 or better Bott -Chord 2x3(*) OR 2x4 SP #2N OR SPF #1/#2 or better Webs 2x4 SYP #3 or better (*) 2x3 MAY BE RIPPED FROM A 2x6. (PITCHED OR SQUARE) (•') ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WITH: (2) 16d BOX (0.135" x 3.5), NAILS MTTOEW WIND. FOR l FBC 2007. ASCE 7-05_ i r' MEAN HEIGHT, ENCLOSED BUILDING. EXP. C. RESIDENCIAL, WIND TC DL=5 PSF. CUT FROM 2x6 OR LARGER AS REQUIRED 4'-0" Max 2x4 W2x4 W2x4 8'-0" Max _I W1x3 :1:3 6'-0"Max SpacingW1x3 W2x4 3 W5x4/SPL W 20'-0" Max (**) SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING. SOUTHERN TRUSS Fort Pierce Division N. Ki,9FLH34951 2590Fort COMPANIES 60 772006 (800)232-072)318— 6-41 UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 "T"—BRACE, 807. LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED WITH 8d BOX (0.135"x2.5") NAILS AT 6" OC. OR CONTINUEUS LATERAL BRACING, EQUALLY SPACE, FOR VERTICAL VALLEY WE13S GREATER THAN 7'—g". MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0". TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH: PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURLINS AT 24" OC. OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. THE (***)NOTE BENEATHATH THE RE VALLEY IIS MEASURED FOR ALONGHE SLOPETOP OF THE TOP CHORD. TRUSS CHORD. (**) LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 1.2'-0". BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. VALLEY SQUARE CUT W2x4 W2x4 BOTTOM CHORD SQUARE CUT (**)TOE NAIL VALLEY BOTTOM CHORD VALLEY OPTIONAL STUB OPTIONAL HIP PSF G�*• END VERTICAL JOINT DETAIL SP P�1N By: Stephen W. Warter. Structural Eng. License j 54395 2590 H, Kings Highway, Fort Pierce, FL 34951 W2x4 \/\/ = iI - III "o u---II <_glI � Erection bracing is not the responsibility of truss designer, plate manufacturer nor truss fab(cator, persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection; and permanent bracing which may be required in specific applications. See 'SCSI-61 Summary sheet Commentary and recommen— dations for handling, installing k bracing metal plate connected wood trusses RI). Trusses are to be erected and fastened in fastened in a straight and plumb position where no sheoting is applied directly to the top chords, they shall be braced as specified on the truss design. Trusses shall be handle with reasonable care during erection to prevent damage. / -S 'IAL FRAMING I. Loadinq TC LL 20 20 PSF TC DL 10 15 PSF BC DL 5 5 PSF BC LL 0 0 PSF TOTAL LOAD 35 40 1 PSF DURACTION FACTOR 1 1.00 1 1.25 SPACING AI G4 U.U. ........... . Page 10 of 10 National Evaluation Report No. NER-5iC Table 6 — HUS Series Forst. f inch = 25.4 mm, i Ibf = 4.45 N, i psl = s_s9 kP a 1 A Isd nail is 3 12 imbea long and D.162 inches in dlamelaG 2 The 16d nails driven into the jdmL shall be inslallad at 30 in 45 degrees honznnblly toward the header. 3 Upl'rfi loads induda a 331I3N or 60% ino asa for wind or seismicload conditions. No further incrr a shall be pennitled. Rgure 6 E ® m 01 o 4 � Q 0 O B c. o 8 O a S e ,0 •9 ARCE ENGINEERING LUMBER ' TC 2 X 4 SYP No.2 BC 2 X 4 SYP SS WB 2 X 4 SYP No.3 1 - Ply REACTIONS (lb/size) 7-421/0-8-0. 4-148/Mechanical, 5-103/Mechanical Max Hoe 7-385(LC 5) Max Uplift 7 -332(LC Max Cray 7-421(LC ) 1),4-148(LC(LC )1). 5=5) 148(LC 2) FORCES Qla) - First Load Case Only TOP CHORD 2-7--83, 1-2=14, 2-3=1, 3-4-20 SOT CHORD 6-7=0, 5-6=0 WEBS 3-6 45,2-6--5 PLATE: AUTO Malaskv H BRACING NOTES TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Unbalanced roof live loads have been considered for this design. cc puriins, except end verticals. , 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.OpsF BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low prise); BOT CHORD Rigid ceiling directly applied or 9-4-14 cc and vertical left exposed; Lumber DOL=1.33 plate grip DOL-1.33. . Gracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 7, 206 It, - uplift at joint 4 and 37 lb uplift at joint 5. LOAD CASE(S) Standard —2-0-0 2-0-0 7-0-0 2-0-0 2-0-0 5-0-0 1.5x4 II 3x4 = 2-0-0 7-0-0 2-0-0 5-0-9 TIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITEF I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diUped alyanized steel. 2. Connector pates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (0). SOUTHERN 3. fitting 7aointsbanaafuQSYcembeddedap�atesished using equipment producing snug TRUSS e• Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual member attachnot intended dras atorthenbuildingor the roof structure or as a pi 2590 N. Kings Highway CAUTION: 8 Y Trus es can be dangerous and can cause damage and uersonal injury if im rouuerl Fort Pierce, F1.34951 handed installed and/or braced. Bracing shown on this drawing is NOT EeECT10N (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2006 BUILD COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing of metal plate connected wood trusses'. TPI is located at: 218 North Lee Stree Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst o_ .. ,rf ...a....�n. 4r..e•n W&RNINGS enclosed With drawing packe A: 0® J%e V tl Aa.7 �<C A�A®dB wee ois %% \\� • o a 9 o40 (Mold.) b% (`1 ,• �GN S E a• * ®gyp LOADING -Z"e `G �95 CRITERIA: A pr s LOADING ips17 TCLL §20.6 TCDL 10.0 BCLL 0.0 BCDL 10.0 a• O • •a erg �°°s ,Q ' • F L p��,� >� TYPE: J7A Deft ra Doe) V'N L/d PLATES GRIP vM(l.L) -D.io 5-6 >621 360 YM -a.3a 5-6 >267 240 AS20 246/185 d LL 026 5 6 >285 2 0 �1 BH 246/195 DATE: 19 Mar 2010 aaaa roan,. Version: l0.1a SPACING 2-0-0 Plates Increase 1.00 Lumbar Increase 1.25 Rep Stress Iner Yes Code FBC2007/TPi2002 I<7A LA RCE ENGINEERING BER TIC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 We 2 X 4 SIP Na.3 REACTIONS (lb/size) 7-349/0-8-0. 4-88/Mechanical, 5=75/Mechanical Max Harz 7-301(LC 5) Max Grav 7-349(LC 1),)4-88(LC 1) 5-105(LC 2)LC 5) FORCES (lb) — First Load Cos. Only TOP CHORD 2-7=-84, 1-2-14. 2-3=-1, 3-4=12 BOT CHORD 6-7=-0,5-6=0 WEBS 3-6--24,2-6a-2 es (8 -=>� TOP CIHORD 0 l�tup8l�w� sheathin irectly 8pp NG 2r��0-0 uip� except.F�, BOT CHORDZ d cdaingdirectorb FAO • s oo � • x • \ 00 ooso,d�l......V —2-0-0 d L—U—U 2-0-0 2-0-0 QTY. 7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsh BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low—rise); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33. J)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 It, uplift at joint 7. 122 lb uplift at joint 4 and 38 lb uplift at joint S. LOAD CASE(S) Standard 1.5x4 11 3x4 = 5-0-0 3-0-0 2-0-0 5-0-0 2-0-0 3-0-0 COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: J5A PLATE: AUTOMATIC STAMPING FURNISH A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: es' orry m (ee) I/def L/d PLATES GRIP TC a.54 v.nnccWW -0.a1 1. >eae 36a ,. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better we 0.3t verlllL) —0.09 s e >ae0 24a AS20 2./1,5 we a,o 4 a/e /. �,� z46/1es hot di ped galvanized steel, z. Connector plates are applied to both faces of truss at each joint. Where yr�ADL7 0.03 (u.utx) rrealu7 o.oe s s >sea zra DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as LOADING CRITERIA: AN51/TPI 1 2002 (MATRIX) indicated by circles (a). 3. Cutting qnq {abripal?? shall 6e accomplished using equipment producing snug Version: 10.1a SOUTHERN fitting Dints and fully embedded plates. a. Unless o herwise noted, c5mpressTon top chord to be continuously braced by the LOADING (psf) SPACING 2—D—o TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss TOLL 20.0 Plates Increase 1.00 bar Increas TCDL to.a bar Increase 1.2s COMPANIES member and is not intended i a bracing plan for the roof structure or as a plan BCD a.a Rep YES 2590 N. Kings Highway B B Y for the attachment of the roof to the uilding. CAUTION: Trusses ttan be dangerous and cddn cause damage and pet'sogal injury if improperly is NOT ERECTION BCDL to.o cede FBC2007/iP12002 Fort Pierce, F1.34951 handled installead and/or braceU. Bracing shown on this drawing BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464�3160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing ps of metal pl to cDgnected wood trusses'. TPI located at: 218 North Lee Street Suite 312. Alexandria VA 22314. Telephone: (703) 683-1010._ E-mail: info@tpinst.org ARCE ENGINEERING ,,�`; 41 ,ki4i es 8932 QTY. 7 LUMBER BRACING i4 -1 .�' .P NOTES TC 2 X 4 SYP No.2 ' TOP CHORD ` Su tural r, IdQol. to ireatl ee Y'�}-0-0 1)) Unbalanced roof live loads have been considered far this design. BC 2 X 4 SYP No.2 v u�llns'� except end v 'cols, er 2) Wind: ASCE 7-05; 140mph (3-serond gust); h=27ft; TCDL-6.Opsf; BCDL-6.Ope: Category II; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 BOT CHORD id•e i(�1 n' g dimctl or 1 : e end vertical left exposed; Wmoor DOL-1.33 plate grip DOL=1.33. t -Ply ^ sc 3) This-ttruss has been designed fora 10.0 pef bottom chord live land nonconcurtent with any other live loads. REACTIONS (lb/size) 7-290/0-8-0, 4-28/Mechanical, 5-34/Mechanical + : "�j W 4) Provide mechanical eonnee0on (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 7, 39 lb Max Hors 7-218(LC 5) uplift at joint 4 and 43 lb uplift at joint 5. Max Uplift 7=-385(LC 3). 4--39(LC 5), 5--43(LC 4) \ ; �' a LOAD CASE(S) Standard Max Grav, 7-290(LC 1), 4-28(LC 1). 5a58(LC 2) \ r� FORCES (lb) - First Load Case Only r Top CHORD 2-7=-86, 1-2=14. 2-3=-3, 3-4=4 r yy,� BOT CHORD 6-7--0. 5-6=0 * • SQ)r6 �( j WEBS 3-6--3.2-6--0 �` • 7 is b • • voo —2-0 0 i 2-0-0 3-0-0 2-0-0 2-0-0 1-0-0 7.00 FM 1.5X4 II 2-0-0 3-0-0 2-0-0 1-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hat -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. where dimensions are not shown, plates are symmetrically placed about joint or as TYPE: J3A ast DEN 1. (be) or. Ud PLATES GRIP 7C 0,54 ver�cw -0.00 6 >YBB 360 DL AS1eH 24fi/195 wWe 00.07 H� 0.00 4 �/ 2j A640 246/195 (uewx) W�a( o.ot 6 >aefi i4o LOADING DATE: 19 Mar 2010 indicated by circles (o). 3. Cutt1'ng and fabricdatip�l shall be accomplished using equipment producing snug SOUTHERN CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.la fitting Joints an u y embedded plates. TRUSS a. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LfING {p�) SPACING 2-0-0 1.25 COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracingg pplan for the roof structure or as a plan e rcu o.0 Lumber Increas TCDL to .o Rep Stss[.ore YES BctL D.o Rep Stress YES for the attachment of the roof to the bu9lding. CAUTION: BCDL 10.0 Code FBC2007/fP12002 2590 N. Kings Hi hwa B B Y Trusses an b dangerous and can causg damage and oersoqal injury if im [opperly Tanbraced. Bracing shown on this tlrawing is NOT ERE 10N Fort Pierce, Fl. 34951 handled and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING 772 64-4160 F72 318-0015 ( , ax: 7COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing Lee Street of metal plyte connected wood trusses'. TPI is located at: 218 North Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING LUMBER TC 2 X 4 SIP No.2 SC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) 5=327/0-8-0. 4=-20/Mechanical, 3=-111/Mechanical Max Hoa 5-100(LC 3) Max Uplift 5411(LC 3). 420((LC 1). 3= 111(LC 1) Max Gra, 5-327(LC 1), 4-7(LC 2), 3-164(LC 3) FORCES Ob) — Rret Load Case Only TOP CHORD 2-5=79, 1-2-8. 2-3-3 SOT CHORD 4-5=0 0� QTY. 16 BRACING 0W - ((''�� ' • J' `,P NOTES TOP CHORD q S turd;_6:I ea h ng irecUy eep �,Sr0-0 1) Yfind: ASCE 7-05: 140mph (3—second gust); h-27ft; TCOL-6.0psf; BCDL-6.Opsy Category Il; Exp C; enclosed; MWFRS (low—rise); m upTns\except e FcI1,,,, a' end vertical left exposed; Lumber DOL�7.33 piste grip DOL=1.33. BOT CHORT)a� iQ•c I�i ng direcU oc 2 This truss has been designed fora 10.0 psf bottom chord live Toad nanconcurtent with any other live loads. b api�• 7� d 33 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 5, 20 lb . ` : p uplift at joint 4 and 111 lb uplift at joint 3. (f] LOAD CASE(S) Standard c) ° ? �C 0 d� • ° ° 3 S 0b o0oe�e�sl o a o Vs eNe e '.�®00O —2-0-0 1-0-0 2-0-0 1-0-0 1.5x4 11 1-0-0 1-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CONTRACTOR TYPE: J1A Csi aL in (I°•) '/d" Ua PLATES GRIP TC O.H V..nnccWW 0.00 5 >cae 360 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better AS 0 246/195 oc 0.04 Vedt1L1 0.000 s >sse 240 AS1eH 246/19s �tL J n/e /a spa hot -di ped galvanized steel. . Z. Connector plates are applied to both faces of truss at each joint. Where (M ) Wo 0.o1 rywlx) wme(LL� o.ao s >sea LOADING GATE: 19 Mar 2010 dimensions are shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. Cptting dnd fabriCatipi shall be ac omplished using equipment producing snug fitting joints and fully embedded pates. Version: l0.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) �+ TRUSS a. Unless otherwise noted, compression top chard to be continuously braced by the roof sheathing. LOADING (pal) SPAC NG 2-0-0 TCLL 1.25 COMPANIES s. The permanent structural restrai t shown is to prevent buckling of individual truss member and is not intended as a Bracing plan for the roof structure or as a plan the to the building. 10.0 Lumber Increase .26 TcoL Io.o Lumber lnc eaee 1YES BCD Rep SYreselner 002 for the attachment of roof CAUTION: 0.0 BcU. 10.0 Cede FBC2007/TP12002 2590 N. Kings Highway 8 B Y Trus es an b d ngerous and can causg damage and ers0 al Injury if impr0 erly handed �nsta�lead braces. Bracing shown on This drawing is NOT EREC�ION Fort Pierce, F1.34951 and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING (772)l64 4160 Fax:(772)318-0015 ° COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI 9s located at: 218 North Lee Street 683-1010. E-mail: info@tpinst.0rg Suite 312. Alexandria VA 22314. Telephone: (703) d Reaall manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING °%� alai to es 8932 QTY. 3 LUMBER TC 2 X 4 SYP No.2 BRACING `v • • o z • ° TOP CHCRO- �clSrpl�E sheathi dlree0)9a6 ot�i-0-0 'cals. NOTES 1) Unbolanced roof live loads have been cansldered for this design. 2 Wind: ASCE 7-05: 140mph (3—second gust); h-27ft; TCDL=6.Opsf; SCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); BC 2 X 4 SYP No.2 v �. ept ia, BOT CHORq tryd ing dire n ar r —'O ac,bradng. end vertical left exposed; Lumber DOL=1.33 piste grip D live loads. WB 2 X 4 SYP No.3 *Except* WS 2 X 4 SYP No.2 ^ +/J TC w °' live load 3 This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other (by others) of truss to bearing plate capable of withstanding 96 lb uplift at Joint 5, 631 Ib 1 — Ply REACTIONS (Ib/size) 5�81/Mechanical, 10=613/0-11-5, 6�380/Mechanical O°' 43 Provide mechanical connection uplift at Joint 10 and 368 lb uplift at joint 6. Max Hars 10m381(LC 5) Max Uplift 5=-96(LC 5), 10=-631(LC 3), 6=-368(LC 5) ° a' 5) Hanger(s) or other connection davice(s) shall be provided sufficient to support concentrated lood(s) 20 lb down and 32 lb up 20 lb down and 32 Ib up at 4-4-0, and 68 Ib down and B9 Ib up at 7-1-15, and 68 lb down and 89 lb up at 7-1-15 d Case Load FORCES (lb) — First Load Case Only o m O\ I-n a ` r at 4-4-0, on top chord, and 18 lb down and 55 lb up at 4-4-0. 18 Ib down and 55 lb up at 4-4-0, 65 lb down and 50 It, up at 7-1-15. 65 lb down and 50 lb up at 7-1-15, and 33 lb up at 1-6-0, and 33 It, up at 1-6-1 on bottom chord. The design/selection of TOP CHORD 1—rst 4. 11, 3-11=0, 4-11= 311, 4-12=0, 5-12=12, 2-10=-31Ba 19 ^ o f 0 such connection device(s) is the responsibility of others. SOT CHORD 10-13=0, 9-13=0. 9-14=311. B-14=311, B-15=311, 7-15=311. 6-7=0 r� C, e a ® % . 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WEBS 3-9=-86,4-8-240. 4-7--460, 2-9=353 C>n(� O ° w\ ! ° �� LOAD CASE(S) Standard 1" ® 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 ®°® �(� ° ° S° °w�� O® Uniform Loads (plf) V' �`+- Vert: 1-2=-60, 2-3=-60, 3-5=-60, 6-10=-20 4e��a� y�(�oo ®%0� ConcentratedVertLtta64(F 32, B=32) 12=-56(F=-2B, B=-28) 14=-28(F=-14, B=-14) 15--109(F=-55, 8=-55) —2-9-15 2-9-15 6-6-7 9-9-5 2-9-15 2-9-15 3-8-8 3-2-14 I 0 I I I I 1.5x4 11 3x4 = 1 x4 11 3x4 = 2-9-15 6-6-7 1 9-9-5 2-9-15 3-8-8 3-2-14 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: CJ7A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TC spy rc 0� "t"a 0..01 a-9 U>cdfl Ud PLATES GRIP >999 3� i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be oso F 0.04 a—s 1.19 s >e99 240 �20 246/1g5 /a /° AS1BH 246/1ss i4o hot -dipped galvanized steel. z. Connector plates are applied tD bath faces of truss at each joint. Where (W ) wrdt1Ll o.5 lrnatul o.os a-9 >e99 DATE: 19 Mar 2010 dimensionps are not shown, plates are symmetrically placed about joint or as LOADING LOADING SOUTHERN indicated by circles (o). 3. C4tt77'ng an dd fabriccatti shall be accomplished using equipment producing snug fuQ�y CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a ��+ TRUSS fitting oints and embedded plates. A. Unless oiiherwise noted, compression top chord to be continuously braced by the roof sheathing. _ LOADING fps() SPACING 2-0-0 1.00 s. The permanent structural restraint shown is to prevent buckling of individual truss as a 2 Tcu o.a TCDL 1o.0 Plato Ineeaee Lumber lnem- 1.25 COMPANIES member and is not intended as a bracing Ulan for the roof structure or plan BCU. D.a Rep Straw lner NO for the attachment of the roof to the building. CAUTION: BCOL 10.0 Code FBC2007/1PI2002 2590 N. Kings Highway S B Y Trusses can be d ngerous and c n cause damage and ersogal 1nju(y if im rapp rly his NOT E�ECT�ON Fort Pierce, F1.34951 handled installe� and/or brace Bracing shown on drawing is BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 57 of metal plate cogYA nected wood trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING ` �r�l:H't�,pes 8932 Q �i LUMBER BRACING v (� �j .� ' A NOTES TC 2 % 4 SYP No.2 •FxcepN l3 2 X 4 5YP SS TOP CHORD ,ti05 t roTdSfieaih(ng IreeUy e t-3-6 .1) Unbalanced roof live loads have been considered for this design. BC 2 X 4 SYP Na.2 q a11n41� cept end v cols. I 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL=6.0psf; 9COL=6.Opsh Category 11; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 BOT CHORDao co- directly or 4- O� ® end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 1 I Py r-A, r 3 Provide adequate drainage to proven[ water ponding. REAC110N5 (Ih/size) 17=2112/0-8-0, 10=2110/0-8-0 u7� r 4 This truss has been designed fora 10.0 psf bottom chord live load nonconeurrent with any other live Toads. ' ^0' 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1830 lb uplift at joint 17 and Max Harz 17=202(LC 4) Cn 0 1829 lb uplift at joint 10. Max Uplift 17--1830(LC 5). 10--1829(LC 6) ` _ LOAD CASES) Standard - FORCES (Ih) - First Load Case Only nn\ ° - 0 1) Regular. Lumber Increase=1.25, Plate Increase-1.00 TOP CHORD 1-2-14. 2-3=-1850, 3-4=-2824, 4-18=0. 18-19-0. 5-19= 3162, 5- 0- - . 6 1=0, 6-7- 9;7-8=-1�7ji(� =41, Uniform Loads (plf) 2-17= 1752, 8-10= 2025 r • Vert 1-2=-60. 2-3= 60, 3-4=-60. 4-fi--60, 6-7=-60, 7-8=-60, 8-9=-fi0, 10-17=-20 BOT CHORD 16-17-90. 15-16=1831. 15-22-2491. 22-23=2491, 14-23=2491. 14-24=265 -Q4=2555, 12- 55. 11-1'&=� 1, 11=25 Concentrated Loads (lb) WEBS 3-16--1047, 3-15-681. 4-15-406. 4-14-866, 5-14--644, 6-14=784, 6- 32. 7.12-590, l% 1177 6n1G ,O 11=2196 4 � 927 6=83(Fj(2413= �F,F) 15=-423(F) 14=-83(F� 5=-88(F) 12=-423(F) 1B= BB(F) 19=-88(� 20= 88(F) 21=-88(F) ®moo -2-0-0 2-0-0 7-0-0 12-8-0 18-4-0 23-4-0 25-4-0 27-4-0 2-0-0 2-0-0 5-0-0 5-8-0 5-8-0 5-0-0 2-0-0 2-0-0 5x8 7.00 12 .. 4 1 x4 Ii 5x8 5 6 17 16 15 _ 14 13 IZ 11 - 2x6 11 4x4 - 3x4 = 3x8 = 4x4 = 3x4 - 4x4 =2x6 11 PLATE: AUTOMATIC STAMPING SEALII 1 hot-d 2. Conne dime' Indic f�tti SOUTHERN Unle TRUSS roofs roofs roof COMPANIES s. The p membe for t 2590 N. Kings Highway Truss Fort Pierce, FI. 34951 handl BRACI (772)464-4160 Fax:(772)318-0015 COMPO • -- 2-0-0 7-0-0 2-0-0 5-0-0 12-8-0 5-8-0 FURNISH A COPY OF THIS TRUSS DESIGN TO F TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: lates are fabricated from 20 gauge ASTM A653/653H Grade A or better falvanized steel. ates are applied to bath faces of truss at each joint. Where are not shown, plates are symmetrically placed about joint or as y circles (o), fabri atti shall be actolnplished using equipment producing snug ,its ancd fu??y embedded plates. rwise noted, compres4i0n top chord to be continuously braced by the ing. is sat iatnsded asraibracinAwnplantforrrthenroofcstructurelorlasdaaplanuss achment of the roof to the building. Ian be dangerous and can causg damage and ersonal lnju y if im ro erly nstalled and/or braced. Bracing shown on this drawing is NOT EP1ECg1ON Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING T SAFETY INFORMATION. Guide to good practice for handling installing plate cc,nected wood trusses'. TPI is located at: 218 North Lee Street 2. Alexandria VA 22314. Telephone: (703) 683-1010._ E-mail:_infc@tpinst.or 18-4-0 23-4-0 25-4-0, 5-8-0 5-0-0 2-0-0 ERECTION CONTRACTOR CSI DER In (be) 1/dell 1c 0.06 V°rl(LL)-a-101i 2-14 >�66 Be 0.77 Vmt(1L)-0.2812-14 >pe9 ).e1 10 0. � 0.2412-14 >B 9 LOADING LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Ineroaee 1.00 TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 TYPE: H7F i so PLATES GRIP 40 AS20 248/195 1w A51BH 246/195 DATE: 19 Mar 2010 Version: l0.la 0 ARCE ENGINEERING °°°� `Is�cbt�es 8932 QTY. 1 LUMBER BRACING Oo Q .� ' a NOTES TC 2 X 4 SYP Na.2 TOP CHORD® 9�i GLyPoId sheothin ireeUy 97p 'rah-2-4 1 Untalented roof live loads have been considered for this design. BC 2 X 4 SYP No.2 �purl/J'��s\, except a Icals. ® 23 Wnd: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL=6.Opsf; BCOL=6.Opsf; Category II; F�cp C; enclosed; MWFRS (law -rise); BC 2 X 4 SYP No.3 BOT CHORB, g� cMjAng dint dmc rar�na Lumbar DOL-1.33 plate grip DOL=1.33. _ h, WEBS •+ Ro at midptA 1 • 3) Provide adequate drainage to prerenl water pending. REACTIONS (Ib/si2e) 15=1130/0-8-0, 8=1130/0-8-0 a `• ! 4 This truss hos been designed !or a 10.0 psf bottom chord live load nonconaurtent with any other live loads. Max Hors 15-182(LC 5) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 15 and Max Uplift 15�182(LCC 5), 9=-659(LC 6) �. ` 659 lb uplift of joint 9. r 1 _` • v FORCES (lb) - First toad Case Only 0\ r� LOAD CASE(S) Standard TOP CHORD 1-2=14. 2-3--750, 3-4=-934, 4-5= 944, 5-6=-975, 6-7--957, 7-8-4d1 Sn- 66,-9=-1088 ^°' r/ e BUT CHORD 14-15--8,13-14=744,12-13-851,11-12=851, 10-11-991, 9-10=-92 O • r7QQ o WEBS 3-14--339, 3-13=107, 4-13-122. 4-11-120, 5-11-85. 6-11=-50, 6-10 0, 2;14-856, 7-1 i2'27 �^ Vi 9 a e —2-0— 2-0-0 9-0-0 16-4-0 23-4-0 25-4-0 27-4-0 2-0-0 2-0-0 7-0-0 7-4-0 7-0-0 2-0-0 2-0-0 5x8 4x7 zz ter- 4 5 15 14 13 12 11 1U V 1.5x4 11 4x4 = 3x4 = 3x4 = 3x4 - 4x8 = 1.5x4 11 PLATE: AUTOMATIC STAMPING SEALING OF 1. Connector pli hot -dipped z. Connector p� dimensions ai indicated by SOUTHERN itt;ng join 'TRUSS Unless o heri roof sheathithii COMPANIES 5. The aen membeerr andnd i. for the atta 2590 N. Kings Highway Trusses an Fort Pierce, Fl. 34951 handled gnst (772)464-4160 Fax:(772)318-0015 BRACING. Ref r COMPONENT SA 2-0-0 9-0-0 16-4-0 23-4-0 25-4—L 2-0-0 7-0-0 7-4-0 7-0-0 2-0-0 FURNISH A COPY OF THIS TRUSS DESIGN 'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: es are fabricated from 20 gauge ASTM A653/653M Grade A or better vanized steel. es are applied to both faces of truss at each joint. Where not shown. plates are symmetrically placed about joint or as ircles (o). briptipo shall 6e acCamplished using equipment producing snug and fully embedded plates. se noted, compression top chord to be continuously braced by the structural restraint shown is to prevent buckling of individual truss not intended as a bracing plan for the roof structure or as a plan ment of the roof to the building. CAUTION: dangerous and cadn causg damage and gersargal Injury if improperly led and/or brace 'Brat ng shown an his raw ng is NOT ERECTION to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING TY INFORMATION. Guide.to good practice for handling installing _ ERECTION CONTRACTOR TYPE: H9F m OF11. In (1•e) I/defl L/d PLATES GRIP To 0.e9 go 0.3e V.d(LLJ 11VI ) -0.16 13-14 >999 -0.1613-14 >999 360 24a AS20 249/795 we 0.42 Morx(lt) z 0.04 9 / / A91 SH 246/195 (yaldx) 0.05 13—. >999 240 LOADING DATE: 19 Mar 2010 Version: 10.1a ENDING (pal) SPACING 2-0-0 TCLL 0.0 Plot. Increase 1.00 TCDL 0 Lmber lncreaae 1.250 8CLL 1RuYS BCDL 0.0 Code FBC2007/TP12002 I : (703) 683-1010. E-mall:_IVDKpinst.org ARCE ENGINEERING ��`�t�1 a(s + ki'eu�es (8932) QTY. 1 R LUMBER BRACING O'' �� -, -.l 'Y ire TC 2 X 4 SYP No.2 TOP CHORD ` SdpGtubdl wrkd-�heathir� dircc8yap t'�-4-0 Be 2 X 4 SYP Nat 0 1 iin9,, xcept end v 'cols. e WB 2 X 4 SYP No.3 BOT CHORZ ^ 9id Br�6'ng direcll p�(i or 6— 0 oc bbrroep, g. 1 — py w 0 REAC11ONS (Ib/sae) 17:1130/0-8-0, 12-1130/0-8-0 Max Harz 17=250(LC 4) Max Uplift 17--683(LC 5), 12=-683(LC 6) FORCES (Ib) — First Load Case Only 4 TOP CHORD 1-2-14. 2-3=-748, 3-4--837, 4-5=-779, 5-6=-710, 6-7=-710, 7-8= 7, 9-10=-91 10=T1=4^20 �—Z6. 10-12=-1103 ® rQ eo a m Bar CHORD 16-17=-35. 15-16=73B, 14-15=916, 13-14=916, 12-13=-73 I 6CU WEBS 6-15-427, 8-15=-267, 4-15--36, 3-16--266, 9-13=-410. 2-16-888. 10�� =l i e C7 �o • r/�00 daN�oee�e��o NOTES BUnbalanced roof live loads have been considered for this design. —rise); Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL=6.Opsf; BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low Lumber DOL=1.33 plate grip DOL=1.33. 3 Provide adequate drainage to prevent woher ponding. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 17 and 683 lb uplift at joint 12. LOAD CASE(S) Standard 14-4-0 1-2-0— ? 0—?2-0-0 7-2-2 11-0-0 12-8—P , 18-1-14 23-4-0 ,25-4—Q27-4- 2-0-0 2-0-0 5-2-2 3-9-14 1-8-01-8-0 3-9-14 5-2-2 2-0-0 2-0-0 1x4 II 3x4 3x4 17 16 15 14 13 12 1.5ii4 11 3x4 = 3x8 = 3x4 = 3x4 = 1.5x4 11 0 1 I I 2-0-01 12-8-0 23-4-0 25-4-9 2-0-0 10-8-0 10-8-0 2-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H11 F SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl To 0.82 Dtfl "(.) Vertc(tL� -02413-15 1/den >aBB L/d PLATES GRIP 360 i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Bc o.7e ws 11.1 -0.6213-15 RoR((nn a.w 12 >484 909 240 fs2o 248/ies 240 AS1eH 246/1es 240 hot-divped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where (ueu x) ) r0ee(u� 0.1616-16 >CBB dimensions are not shown, plates are symmetrically placed about joint or as LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. C tting and pabri ati shall be ac omplished using equipment producing snug fully embedded CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.1a fitting joints ancd plates. 4. Unless o herxise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss LaDlwc ((per) Tcu 3o.a SPACING Plates In lncreaee 2—o-0 1.00 1.25 25 COMPANIES member and is not intended as a bracingg plan for the roof structure or as a plan TCDL 10.0 ecoi Lumber e for the attachment of the roof to the Dullding. CAUTION: 1ou c FBC2007/TF[2002 2590 N. Kings Highway B g Y Trusses can be dangerous and can causg damage and perso al Injury if imprD erly drawing is ERECTION Fort Pierce,F1.34951 handled installed and/or braced. Bracing shown on this NOT BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION Guide Guide to goad practice for handling installing ' of metal p1A1pxandrlatYd 22314. Telephone: (703)o683-1010. E-mail�tinfo@tpinsttorg of1z"it.me al ARCE ENGINEERING >�QVIa1� .I'I' es 8932 QTY. 12 LUMBER TC 2 X 4 SYP No.2 •Except• T2 2 X 4 SYP SS, T2 2 X 4 SYP SS BRACING p� ^ • r-� -1 ' '�p TOP CHORD 5�turpl vrd ,d 6.�Ti di-11f' }-2-3 icals. NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL�B.Opsh, Category 11; Fxp C; enclosed; MWFRS (low-rise); BC 2 X 4 SYP Na.2 WB 2 X 4 SYP No.3 ® urr�Nn�I�i� -apt end v J BOT CHOR. id V g dimuy p II ar 7- 9 .e� dh®g, and vertical left and right exposed; Wmber DOL=1.33 plate grip DOL=1.33. 3 This truss has been designed for a 1D.0 psf bottom chord live load nonconcurrent with any other live loads. 1 - Ply REACTIONS (lb/size) 12-1257/0-8-0. 15-1260/0-8-0 ti a!J .b p .r 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 780 lb uplift at joint 12 and 776 lb uplift at joint 15. - Max Harz 15-405(LC 4) Max Uplift 12=-780(LC 6), 15=-776(LC 5) Cn 5) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or bock (8). FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=50, 3-4=-1100, 4-5=-1061, 5-6=-157, 6-7--38, 7-8=V113-1%-1080. !1'\v` • '•' 21 . 9- 0=66,-11>Al, 2-15�c LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.00 Loads (plf) 10-12a-159 mUniform 1-2=-60, 2-3=-60, 3-6--60, 6-9--60, 9-10=-60, 10-11=-60, 14-15=-20, 14-16=-45(F=-25), 12-16=-20 BOT CHORD 14-15=757, 1J-14=858, 13-16=907, 12-18=987C..�j�•Vert: WEBS 5-7=-747,4-14-16, 8-13--413, 9-13-150. 3-14-219. 5-14-303, 7- 12�-1395 (� � m %%,® IBO�I 2 0 20 0 0, 7-8-0 10-2-0 12-8-0 15-2-0,17-8-0, 23-4-0 ,25-4-927-4-q F 2-0-0022--0---0� 5-8-0 2-6-0 2-6-0 2-6-0 2-6-0 5-8-0 2-0-0 2-0-0 3x4 = 6 _ 3x4 i 3x4 7.00 ri'£ 7 1x4 II 5 1x4 II 4 8 T I 4.00 FT7 4x5 W 2 4x5 I 2.5x6 113 9 2.5x6 II 2 10 of l 01 T W4 W4 15 14 13 12 5x5 - 5x8 - 5x8 - 5x5 - 7-8-0 17-8-0 25-4-0 7-8-0 10-0-0 7-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (G). 3. C tt'ng qnd fabri atti shall 6e ac omplished using equipment producing snug fm anrd fu�Sy embedded ng joints plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss COMPANIES member and is not intended as a bracingg ppIan for the roof structure or as a plan for the attachment of the roof to the building. CAUTION: 2590 N. Kings Highway !3 B Y Trusses can h dangerous and can cause damage and Derso al injuepy if imporo erly �rawing NOT ERECpfION Fort Pierce, F1.34951 handled insta�led and/or braced Bracing shown on this is BRACING. Refer t0 the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464 4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Tel (703) 683-1010. E-mail: info@tpinst.org Reed all manufacture's WARNINGS enclosed with drawing acka e. CONTRACTOR TYPE: T7 ca DEFL b, f oe) Va•n Id PLATES GRIP 1c 0.75 vert(ll)-a341rt4 >eBe Aszo 246/195 aC 1.00 Ven -0.7e 13-14 >4a1 240 wa 0S4 Iba((11LL)l 0 W AS1BH 246/196 (uabix) Wu,d(LL) 0.40 13-14 f744 240 LOADING DATE: 19 Mar 2010 n, ,_e- rueroly, Version: 10.1a LOADING tV SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 10.0 Lumber Increao. 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/1P12002 I ARCE ENGINEERING 1 r K . ies 8932 Ty. 1 LUMBER TC 2 X 4 SYP No.2 2 X 4 SYP Na.2 (('�� -f ° • .Pe e1i',�-4-1 ®�bbuthns�, excepd' TOP CCHORO o�5 f�0tueal v�d`4I*F NOTES 21Ynd:0.5CE 7-05140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II;Exp C; enclosed; MWFRS (low-rise); 1) Unbalancedroof live loads have been considered for this design.BC DOL=1.33. Wmber DOL=1.33 WB 2 X 4 S7P No.3 BOT CHOR� `Rigid angdirectrala9. and vertical left and right exposed; plate grip truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. CThis (by others) of truss to bearing plots capable of withstanding 653 Ib uplift at joint 1J, 798 REACTIONS (lb/size) 13-151/15-0-0, 12-1025115-0-0, 15-1085/5-0-0 ^ '! Provide mechanical connection uplift at joint 12 and 756 Ib uplift at joint 15. Max Hors Max Uplift 15=405(LC 4)Ib 13--653(LC 3), 12--798(LC 4), 15--756(LC 5) 4 12- 1025(LC 11 15-1OB5(LC 1) m LOAD CASE(S) Standard 13-640(LC ), o Max Grav FORCES (lb) - First toad Case Only pp�� 0 "f TOP CHORD 1-2=14, 2-3= 50, 3-4=-610, 4-5=-649. 5-6=-93, 6-7=-91, 7-8--52�0 2461. 9-10=63, 1P.4q 41, 2.--`t5 - 82VO"2=-137 BOT CHORD 14-15=484,13-14-442, 12-13=545 .0 ��,-(UJ-782 WEBS 5-7=-336, 4-14--127, 8-13--270, 9-13=-75, 3-14=73, 5-14-308, 7-1 O, 3 6e -585, 9Gj1 p ,:� e.�A ®a®e®ee oeaaoe 12 0-02-0-0, 7-8-0 1 10-2-0 , 12-8-0 , 15-2-0 , 17-8-0 , 23-4-0 ,25-4-q27:: -9 2-0-02-0-05-8-0 2-6-0 2-6-0 2-6-0 2-6-0 5-8-0 2-0-0 2-0-0 PLATE: AUTOMATIC STAMPING SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 r 3x4 = 6 3x4 /. - 15 14 13 12 5x4 - 5x8 - 5x8 = 5x4 = 7-8-0 17-8-0 25-4-0 7-8-0 10-0-0 7-8-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTO OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: plates are fabricated from 20 gauge ASTM A6531653M Grade A or better d alvanized steel. pates are applied to both faces of truss at each joint. Where s are not shown, plates are symmetrically placed about joint or as by circles (a). Ind fabri atti shall he ac om lished using equipment producing snug .1nts an? fuQSy embedded p�atpes. :herwise noted, compression top chord to be continuously braced by the Ithing. nent structural restraint shown is to prevent buckling of individual truss Id is not intended as a bracing plan for the roof structure or as a plan ttachment of the roof to the building. CAUTION: Trusses Van be dangerous and can cause ddgamage and ersonal injury if im rouuerly handled installed the/TrussaP ateBInstituteo(TPI),publicationgI CSIO2008EBUILDING COMPONENT SAFETY INFORMATION. 'Guide to good practice for handling installing of meta plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 3�2, Alexandria VA 22314. Telephone: (703) 683-101a. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. I I TYPE: T7A rs1 oFtL 1. 0x) I/den L/d PLATES GRIP TC 0.67 V I, -0.171}74 >999 ]60 A520 24B/195 aC 0,70 VM(iL)-a•4513-14 14" 240 Wa 0.34 HHoorsrs((77LL)) 0.04 11 n/a /a ASIaH 246/195 (Matrix) YfaM(L1J 0.12 14 >999 240 LOADING DATE: 19 Mar 201D 1,,,.1111 1 .1 1 Version: 10.1a LOADING (psl) SPACING 2-0-0 TCUL 20.0 I Plates I. -a 1.00 TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Iner YES de OCOL 10.0 CoF8C2007/rP12G02 N ARCE ENGINEERING tip`` r1�lls, - : kfdes 8932 QTY. 1 LUMBER TC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 BRACING 0 (� 1 ��, • • •A TOP CHORD` Mural vtayd'4heathin direclly¢lp -2-9 ��ur. except an 'cols. a' apt 0•: NOTES 1)) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. WB 2 X 4 SYP No.3 GOT CHORC, bng dirccU p r c gra 9. Provide drainage to water ponding. - ty a Oe 'b 7t + w 3 adequate prevent 4 This truss has been designed far a 10.0 psf bottom chord live load nonconeurrent with any other live loads. REACTIONS (lb/size) 19-498/0-8-0, 17=872/0-8-0, tfi�-148/0-8-0, 11-1039 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 19, 348 Max Hors 19=-34i((LC 3 3;, 17=-348(LC 5), 16=-544 LC 4), 11�-742(L • (n a, lb uplift at joint 17. 544 lb uplift at joint 16 and 742 lb uplift at joint 11. Max Uplift Max Gray 19=-594(LC 19-498(LC 1), 17-872(LC 1). 16-551(LC 3), 11-1070(LC 8) LOAD CASE(S) Standard FORCES - First Load Casa Only • CHORD 1 2-14 2-3=-285 3-4=-321 4-5=-863 5-8=-786 6-7=-810, 7-8=-obi +9e-1 32, 9-10 4d6 • ` r f " 19=-I�DpS�F ®1180 TGOT OP 1 \ - WEBS CHORD 18-19=-24, 4-17- 602 16-17=288, 15 6=270. 6, 14-1 72, 7-, 13- 06. 7-6� -1 -1056, 1'- 1 5 WEBS 3-18=-127, 4-17�-602, 4-16=549, 5-16=270, 6-15-772, 7-15--306, 7- 34,� o2�-4B9, - 8�356,A-fl�;`1,} b o V a °°®9&9B aBiteoo 1 2 0 92 0 0 4-7-9 ; 1 -0-0 14-4-0 , 20-8-7 , 23-4-0125-4-927-4 2-0-0 2-0-0 2-7-9 6-4-7 3-4-0 6-4-7 2-7-9 2-0-0 2-0-0 0 4. I I 0 I of � 4x6 = 4x6 - 5 6 19 18 17 16 15 14 13 12 11 2x5 11 1 x4 11 3x4 = 3x4 = 1 x4 11 3x4 = 3x4 = 4-8-0 14-4-03x4 = . 2x5 II 2-0-0, 4-7-9 1 10-8-0 114-0 20-8-7 23-4-0125-4-q 2-0-0 2-7-9 6-0-0- 0-4-0 3-4-0 6-4-7 2-7-9 2-0-0 0-0-7 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped alvanized steel. z. Conneclor pates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: H11 G es DEFL 11 (�) Vd'n Ud PLATES GRIP TC 0.75 VeAC�LL�7 -0.1013-13 >G88 3fi0 oc os2 v dDU -0-2a 5-1s >s95 2�o AS20 246/195 we 0.43 H.o.a1 11 /o /o As16N 246/195 (ueux) Wxd o.1s13-1s ioyy zoo LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (a). 3. Cutt'ng n(i fabri atf,1 shall be ac omplished using equipment producing snug fttt�ng anrd fugSy embedded plates. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS �olnts 4. Unless D herwise noted, compression top chord to be continuously braced by the roof sheathing. LoaoiN; ((pal) SPACING 2-0-a 1.00 COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and 1s not intended as a bracingg plan for the roof structure or as a plan TcLL 30.o Plaleslaerooee TcoL 1o.a Lumber lncroaee 125 Rep eel Feezoa7/TPlzovo2 for the attachment of the roof to the Cullding. CAUTION: BCDL 1oa 2590 N. Kings Highway B B Y Trus es can be dangerous and caan cause damage and grso al i{njury if imp nperly 6racea. Bracing shown on this Brawing is NOT EH€CT ION Fort Pierce, F1.34951 handed in and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING 7 (772)464--4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing located 21B North Lee Street II of metal plate connected woad trusses'. TPI Is at: Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.org Read all manufacture's WARNINGS enclosed with drawing package. ARCS ENGINEERING es 8932 QTY. BRACING(� J ' • . .A nircc0ywp ri-2-5 TCM2�X 4 SIP No.2 To,. CHORD 0® tue �id�Shelliend 8C 2 X 4 SYP No.2 0 ems, rinbY exceptcals. A' BOT CHOR� 'e6ng dirceor 6 O,oe ¢rae,�g. NOTES 1)) Unbalanced roof live leads have been considered far this design. 2) 1Vind;ASCE 7-05: 140mph (3—second gust); h-27ft; TCDL=6.Ops1; BCIIL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); and vertical left and right exposed; Lumbar DOL=1.33 plate grip DOL=1.33. WB 2� 4 SYP No.3 ^ gid _ +r�7�' (Ib/size) 17-780/0-8-0, 14=-133/0-8-0, 15=522/0-8-0, 9=1092/SA11, ,3)) Provide adequatedrainage to prevent water pending.REACnONS 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. Provide connection (by others) of truss to bearing plate capable of withstanding 731 Ib uplift at joint 17. 509 Max Hoe 17=-274(LC 3)5)) MaxUplift17_-731 LC5 , 14--509(LC 4), 15=-553 LC 3). 9--721(LC Cn a mechanical Ib uplift at joint 14, 553 Ib uplift at joint 15 and 721 Ib uplift at joint 9. Max Grw 17-780(LC 1), 14-569(LC 3). 15-659(LC 8S, 9-1101(LC 8) LOAD CASES) Standard FORCES (lb) — First Lead Case OnlyTOP CHORD 1-2=14, 2-3=-374, 3-4--387, 4-5--969, 5-6--1086, 6-7--907, 71}.=-421. 7-9= BUT CHORD 16-17=-23, 15-16=376, 14-15=819. 13-14=969, 12-13=954. 11-12-1�1033. 9-10=-.YiV • WEBS 4-14=530, 5-13=52, 5-11-133, 4-15=-742, 3-16=-168, 6-10=-6265, 10=1271 V \ V o O e 0. * _. N,e�,q 0 ®as • 3 S, • �� 000 �48 A H V1111oll ®0 —2-0— 2-0-0 9-0-0 16-4-0 1 23-4-0 25-4-0 27-4-0 2-0-0 2-0-0 7-0-0 7-4-0 7-0-0 2-0-0 2-0-0 5x8 5x8 nn ri S' 4 5 17 16 15 14 2x4 11 1 x4 // 1 x4 \� 3x4 = 4-9-12 2-0-0 4-8-0 10-8-0 14-8-0 2-0-0 2-8-0 5-10-4 4-0-0 0-1-12 13 12 11 10 9 3x4 = 1x4 \\ 3x4 = 1 x4 // 2x4 I I 20-6-4 123-4-0 125-4-0 5-10-4 2-9-12 — 2-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H9G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: CS1 TC a.73 oaL In Qe) V-nc(u1—0.0711-1] I/dell >B°B L/d 310 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better oc o.48 w9 0.ea ventn) -0.22+1-13 N°`=tt11UU 0.03 ° >778 /a 240 /a 240 AS20 24e/195 AS1BH 246/195 hot7di ped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where (wow) 1Pee(u) 0.1111-13 >009 LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles Co) . 3. Cptting and fabri atiVp shall 6e ac Gmplished using equipment producing snug rd fully Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS fitting Joints an embedded plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the LOADING (psf) SPACING 2—D-0 ' roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL xo.o PlatesIncro 1.00 COMPANIES member and is not intended as a bracin anthe roof structure or as a plan 91Mding. TOOL 1a.o BOLL o.0 Lumber lnc ease Rep Stress lncr 1.25 YES .for for the attachment of the roof to the BCOL 10.0 Code FBC2007/TP12002 2590 N. Kings Highway CAUTION: 8 8 y Trusses can be dangerous and can cause damage and uersopl injury if 1mup erl�y Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this drawing 1s N0T EREC�ION (772)164-4160 Fax:(772)318-0015 BRACING . Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING Z COMPONENT SAFETY INFORMATION. Guide to good PPractice for handling installing • of metal plate connected wood trusses'. TPI 9s located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org ■ Read all manufacture's WARNINGS enclosed with drawl acka e. ARCE ENGINEERING ,ti>`y��1�fi l's W i=f`d es (8932) U I Y. -I d LUMBER BRACING vim- i\ • NOTES TC 2 X 4 SYP No.2 TOP CHORD : S�rDCtural �,�,d�shea n �recU ad�ot -7-5 1) Unbalanced roof live loads have been considered for this design. BC 2 % 4 SYP No.2 ® uiii s\ eieept end v icols.y Pa/ 0' 2) Wind: ASCE 7-05; 140mph (3-xcand gust); h=27tt• TCDL=6.Opsf; BCDL=fi.Opsf; Category 11; Fxp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 *Except* W7 2 X 4 51P No.2, W7 2 X 4 SYP No.2 BOT CHOR� ` id g direct! �li or 6 Qpc t}raex. end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33, 1 -Ply a. ^ y"f• d 3 Provide adequate drainage to prevent water pending. REACTIONS (Ib/size) 19=310/0-B-0, 17-263/0-8-0, 16=2568/0-8-0, 11-966/0 Bv.O` ! 4 This truss has been designed far a 10.0 pef bottom chord live load noneoncurrent with any other live loads. Max Harz 19--202 LC 3)) '� 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 Ib uplift at joint 19, 477 Max Uplift 19--366(LC 5), 17--477(LC 3). ,6--2385((LC 4). 11--917(L e il) �. lb uplift at joint 17, 2385 lb uplift at joint 16 and 917 lb uplift at joint 11. Max Crav 19-310(LC 1), 17-2WLC 8), 16-2568(LC 1), 11-966(LC 1) \a e � e LOAD CASE(S) Standard p\ r� �, 1) Regular. Lumber Increase=1.25, Plate Increase=1.00 FORCES (lb) - First Load Case Only o e r r I o Uniform Loads (plf) TOP CHORD 1-2-14. 2-3-153. 3-4-191, 4-20=551. 5-20-552. 5-21-0. 21-22=0, 22* �r23=0, 6-24=0, 0, 7-8A99-9F-864, Vert i-2--60, 2-3--60, 3-4--60, 4-7--60, 7-8--60, 8-9--60, 9-10--60, 11-19--20 9-10=41. 2-19-65. 9-ti=-1004 • 'U \ a Concentrated Loads (Ib) SOT CHORD 18-19--11. 17-18=-138, 17-25-0, 25-26=0, 16-26-0, 16-27-0, 27-28-�-29°q0, 15-29#'��4-15=7Q01 -3 9 '0� Vert• 4--1.3 7--109(F) 14--83(F) 20--128(F) 21--128(F) 22--128(F) 23--12B(F') 24--88(F) 25--219(F� 26=-64(� 13-30-700. 12-13-913. 11-12--123 ,,�" 'il, 3,9-12-1168 27=-64(� 28=-64(� 28=-84(F� 30=-443(� WEBS 3-18--22, 4-17-76. 4-16--610, 5-16--1749, 5-15-1596, 6-15--482, 7-1 ,-Ik. 7-J3=484.:g 3,••- 0 ®o• -2-0-0 2-0-0 4-8-0 7-0-0 1 -8-0 14-8-0 18-4-0 20-8-0 23-4-0 25-4-0 27-4-0 2-0-0 2-0-0 2-8-0 2-4-0 3-8-0 4-0-0 3-8-0 2-4-0 2-8-0 2-0-0 2-0-0 5x5 = 7.00 11 4x4 = 1x4 II 5x4 = 19 18 17 16 15 14 16 lz li 1.5x4 11 1 x4 3x4 = 5x4 = 3x4 = 1x4 \\ 4x8 = 3x4 =2x6 II 2-0-0 1 4-8-0 10-8-0 14-8-0 20-8-0 23-4-0 25-4-0 2-0-0 2-8-0 6-0-0 4-0-0 6-0-0 2-8-0 2-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H7G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: � iC 0.81 0� ^;Oel r/'•" V..�nc(LLLL)) -0.12 ]-15 >aB8 Ud 360 PLATES GRIP i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better 6c HE, wB o.s0 vet(it7 -0.3e13-15 >452 0.01 16 /e 240 /e AS20 246/195 ASISH 246/195 hot -dipped alvanized steel. 2. Connector plates are applied to bath faces Gf truss at each joint. Where (ueuix) W"�m u 0.3613-16 54" 240 LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). ]. CVtting 4ndd gqabricati p shall be acccompplished using equipment producing snug fully Version: l0,la CRITERIA: AHSI/TPI 1 2002 (MATRIX) fitting ]oints and embedded plates. a. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss LOADING (psi) SPAGNC 2-0-0 Tcu 3o.a Platesinerease 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.o Lumber Increase 1.25 BCLL a.o Rep 6Ues NO for the attachment of the roof to the building. FSC2 acDL 1o.a case FBc2oo7/rnizooz CAUTION: 2590 N. Kings Highway Trusses can be dangerous and c n cause damage and persogqal injury if improperly is NOT ERECTION Fort Pierce, F1.34951 handled installed and/or brace Bracing shown on this tlraw ng BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing • of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street E-mail: infG@tpinst.org ' Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING LUMBER TC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WS 2 X 4 SYP Nu.3 1 - Ply REACTIONS (lb/size) 7-272/0-8-0. 4-188/Mechanical, 5-84/Mechanical Mox Harz 7:248(LC 5 Max Uplift 7-57(LC 5 , 4 239(LC 5). 5--24(LC 5) Max Grw 7-272(LC 1). 4=186(LC 1). 5-11 O(LC 2) FORCES (lb) - First Load Case Only TOP CHORD 1-7=-90, 1-2--73, 2-3=-143, 3-4-34 BOT CHORD 6-7=-0,5-6=0 WEBS 2-6=-158, 1-6-87.3-6-165 °�`as'_F(6g7les (8932) .5 BRACING %% ' ' - , -.( - • V' J' NOTES TOP CHORD O% Sllyictufil.�,"h-Ar directlp� 6'ae6-0-0 1 Unbalanced roof live loads have been considered for this design. pyHirts, except end cols. e' 23 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsh BCOL=6.Opsf; Category It; Fop C; enclosed; MWFRS (low-rise); SOT CHO D� igiid ing direct) or �0 orr ® Lumber DOL-1.33 plat, grip D0L-1.33. �' r n . TT r� 3 This truss has been designed for a 10.6 pelf bottom chord live load nonconcurrent with any other live loads. •' • 43 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 7, 239 lb uplift at joint 4 and 24 ib uplift at joint 5. oCID a LOAD CASE(S) Standard O N •� m �®eoerl Aolse°° 2-0-0 7-0-0 2-0-0 5-0-0 4. I 0 I I I I 1.5x4 II 3x8 = 2-0-0 7-0-0 2-0-0 5-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CONTRACTOR TYPE: J7B 0e1 '^(°°) '/een L/d PLATES GRIP 7c a39 Venc�LL)7 -0.1. 5-6 >Ga4 3s0 GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better AS20 248/195 Be 0.50 ven(1u -021 s-e >3ea 24o A518H 24s/195 we o.to HoRc(niti) -0.aa + /a /• hat -di ped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where (uebm) w. LL) 0.22 s e >sss 240 DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as LOADING CRITERIA: NSI/TPI 1-2002 (MATRIX) SOUTHERN indicated by circles (a). 3. CC ttjng ano ppabri atipp shall 6e ac omplished using equipment producing snug f�tting olnts an� fully embedded pates. Version: l0.1a TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (pee) SPACING z-o O Plateslncreaee 1.00 COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan TCLL 20.0 TCDL 10.0 Lumber Increase 1.25 SCLL 0.0 Rep Strsa YES 2590 N. Kings Highway for the attachment of the roof to the Oulldtng. CAUTION' Trusses can IId ngerous and can tausg dam ge and ersoaal Injury if 1mprop6rly handled insta�lead braced. Bractn s�iown On his drawing is NOT EIIECTION BcoL 10.0 Code FBC2eczoo7/1P12o0z Fort Pierce, F1.34951 and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 ' COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing of metal plate collnecteQ wood trusses'. TPI is located at: 218 North Lee Street 683-1010. E-mail: infoetpinst.org 14 Suite 312, Alexanddria VA 22314. Telephone: (703) Reed all manufacture's WARNINGS enclosed with drawln acke e. ARCE ENGINEERING LUMBER TC 2 X 4 SYP No.2 SC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 1 - Ply REACTIONS MI sizeHor2) 6192/0-8-0, 3-88/Mechanical, 4-104/Mechanical Max 6a165(LC 5) Max Uplift 6=-53(LC 3 , 3=-122(LC 5), 4=-68(LC 5) Max Grav 6-192(LC 1). 3-88(LC 1), 4-114(LC 2) FORCES (Ib) - Rmt Load Case Only TOP CHORD 1-6=-14, 1-2=9. 2-3=12 BOT CHORD 5-6-0.4-5-0 WEBS 2-5 49,1-5=-5 PLATE: AUTOMATIC STAMPING SEALING t hotndi?p 'Ambbb, z. Connect, indicate 3. C4tting SOUTHERN fittiing TRUSS 4. roofsshe COMPANIESs. The perm member_, 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464. 4160 Fax:(772)318-0015 BRACING v`,\ - (� `1 .4 e e rJ' NOTES TOP CHORD �vyclurgl itRhealhln dire.*tl.y '�rs6-0-0 1) Unbalanced roof live loads have been considered for this design. ® � url}'n except a icals. 1 Wind: lSCE 7-05; 140mph (3-second gust); h=27ft; TCDL-6.Opsf; BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise); SOT CHORB� �9igv QQjii'ng dircc p -°p oc m Lumber DOL=1.33 plate grip DOL=1.33. n • ii' 3 This Wss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 43 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 6, 122 lb uplift at joint 3 and 68 lb uplift at joint 4. LOAD CASE(S) Standard o C) • �� ^ •� �a f: •J se • 3SN, e ®'®et'� s e a V NM 2-0-0 5-0-0 2-0-0 3-0-0 1.5x4 II 3x4 = 2-0-0 5-0-0 2-0-0 3-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION 'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: es are fabricated from 20 gauge ASTM A653/653M Grade A or better vanized steel. es are applied to both faces of truss at each joint. Where not shown, plates are symmetrically placed about joint or as ircles (a). bendafoQSyshall bedapiatesjshed using equipment producing snug se noted, compression top chord to be continuously braced by the structural restraint shown is to prevent buckling of individual truss not intended as a bracing plan for the roof structure or as a plan ment of the roof to the Dullding. Can b dangerous and can taus damage and verso al Injury 11 1m ro erly instailed and/or braced. Brac{eng shown on this drawng is NOT E EC I0N Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING T SAFETY INFORMATION. Guide to good ppractice for handling installing plate connected wood trusses'. TPI 9s located at: 218 North Lee Street 2. Alexandria VA 22314. Telephone: Uhl 683-101D..E-mail:.info@tpinst.org NTRACTOR TYPE:J5B 1/ PLATES GRIP TO 0.15 Be 0.46 ,,1W -0.04`Ms ss VaR -0.12 1-5 >493 3saa 240 AS20 248/195 we 0.06 N°rs(IL) -0.04 3 /a /a AS18H 246/195 (MW.) WindF4 0.13 4-5 >459 240 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a LOADING (Jr)PACING 2-D-0 TCLL 0.a Plot. Incroaae 1.00 TCDL 10.0 Lumber Increase 1.25 SCUL 0.0 Rep St- Iner YES BCDL 10.0 Code FBC2007/TP12002 ARCE ENGINEERING �ti°` 1 �1 �S�Ri'4cil��es (8932) QN LUMBER TC 2 X 4 SYP No.2 BRACING 00� 0 1 ... . CY �y TOP CHORD O ty�gl a�pd sheathln 1rceUy 4lp r.e-0-0 NOTES 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 url' s\ except a icals. ® 60T CHOR4� id g dire �0 oe •, rocl n • end vertical loft exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This Wes has been designed for a 10.0 psf bottom chord live lood nonconcurrent with any other live loads. 1 -Ply REACTIONS (lb/size) 6-112/0-8-0, 3-28/Mechanical, 4�84/Mechanical • -� ) _ p p0' 4) Pravlde mechanical connee0on by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 6, 39 lb uplift at joint 3 and 87 lb uplift at joint 4. Max Harz 6=138(LC 5)) Max Uplift 6�13. LC 3), 3=-39(LC 5), 4--87(LC 5) o ir LOAD CASE(S) Standard 0� r� FORCES (lb) - First Load Case Only 2-3=4 /� • m TOP CHORD 1-6=-16, 1-2-7. GOT CHORD 5-6=-0, y"�r r(J� \ • V WEBS 2-5=-29, 1-5=-3 • r �(� • 'z I • •� 00 2-0-0 3-0-0 2-0-0 1-0-0 7.00 12 0 I 0 I o 04 I 1 1.5x4 II 2-0-0 3-0-0 2-0-0 1-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Connector lates are fabricated from 20 gauge ASTM A653/653M Grade A or better " hot -di pedI7alvanized steel. IConnector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about j6int or as indicated by circles (o), yy SOUTHERN 3. fitting aointsbanrdafi?? shall d edacTomplished using equipment producing snug TRUSS 4. Unless o herwise noted, compression top ateschard to be continuously braced by the roof sheathing. COMPANIES 5• The permanent structural restraint shownisto prevent buckling of individual truss member aattxchnot intendof edasatorthenbuildingor the roof structure or as a plan 2590 N. Kings Highway CAUTION: B B y Trusses can II dangerous and can cause damage and iersonal Injury if Im roperly Fort Pierce, F1.34951 handled instagled and/or braced. Bracing shown on his draw ng is NOT ERECTION (772)164-4160 Fax:(772)318-0015 BRACING. Refer•to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pldte connected woad trusses'. TPI 1s located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: lnfo@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. a51 DFFL 1. (be) 1/1 efl TC 0.06 vM(LL) -0.01 5 >Y9Y aC 0.18 vart -0.01 5 >9Y9 we 0.04 Hers (Weep,) Wind LL 0.02 5 >OYg LOADING LOADING (Paf) SPACING 2-0-0 TCLL 20.0 Plat. Inereaee 1.00 TCDL 10.0 Lumber Increase 1.25 SCLL 0.0 Rep Stre. Incr YES BCDL 10.0 Code FBC2007/TP12002 TYPE: J3B 360 PLATES GRIP T 24 AS20 6/195 ilS18H 246/195 DATE: 19 Mar 2010 Version: l0.la F. ARCE ENGINEERINGalas,*-Ir(�es (8932) Q1y• 1 LUMBER BRACING S0_ Q 1 -'. V •;s d'a -O- TC 2 X 4 SYP No.2 TOP CHORD.'4 tyPd �d sheothln IrectIy op , BC 2 X 4 SYP No.2 ,� p0r�ys`, except 'cols. d WB 2 X 4 SYP No.3 *Except* W5 2 X 4 SYP No.2 BOT CHOR®, gib deiang direc 9 oc,braNng >. pt �X F 1 -Ply trig: e.. REACTIONS. (lb/size) 5-69/Mechanical, 10-620/0-11-5. 6-175/Mechanical, 8=38 ^0- C Max Hoa 0 87 (LC 5) 5]4' a Max Uplift =-87(LC 5), 10=-566(LC 5), 6--288(LC 4), 8=-317(LC 3) FORCES (lb) - First Load Case Only w a • , ` o TOP CHORD 1-2-14, 2-3=-152, 3-11=0, 4-11--125, 4-12=0, 5-12=8, 2-10=-227 •'a 6�� BOT CHORD 10-13=0, 9-13=0, 9-14=145. 0-14-145, 8-15-145, 7-15-145. 6-7=0 e•a r; 0 • >�0 WEBS 3-9=-13, 4-8--39, 4-7--215, 2-9-160 0- '®s�� •o`er• VIV` (' %"'% �aBi9B9 99BBB� -2-9-15 2-9-15 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-nse); and vertical left exposed; Lumber DOL=1.33 plate grip DOL-1.33. 3) This truss has been designed for a 10.0 pef bottom chord live load nonconcurrent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 5, 566 lb uplift at joint 10. 288 lb uplift at joint 6 end 317 lb uplift at joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 20 lb down and 32 lb up at 4-4-0. 20 lb down and 32 lb up at 4-4-0. and 68 lb down and 89 lb up at 7-1-15. and 68 lb down and 89 lb up of 7-1-15 on top chord, and 18 lb down and 55 lb up at 4-4-0. 64 lb down and 103 lb up at 4-4-0. 65 lb down and 50 lb up at 7-1-15. 84 lb down and 85 Ib up at 7-1-15. and 33 11, up at 1-6-1, and 33 lb up at 1-6-1 on bottom chord. The design selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-2=-60. 2-3=-60. 3-5=-60, 6-10=-20 Concentrated Loads (lb) Vert 11=64(F-32, B-32) 12--56(F=-28, B=-28) 14=-78(F--64. B=-14) 15--138(F=-84, B= 55) 6-6-7 9-9-5 2-9-15 2-9-15 3-8-8 3-2-14 1.5x4 11 3x4 = 1 x4 11 3x4 = 2-9-15 6-6-7 1 9-9-5 2-9-15 3-8-8 3-2-14 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: CJ7B SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs C TC orsL '^ () '/deft vartc(LL)' 8-9 >999 U° PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better OM oa2 wa o.I4 5 v.HOU -0.os 6-9 >99e rw :((11UL) -0.7 5 /e 24a 240 /a AS20 246/195 ASISH 2416 hot di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where (ueltx) wme(ly o.07 a -a >BB9 i4o LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. uttIng nd fabrT ati shall be ac omplished using equipment producing snug f.?Ty pates. Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting Dints anrd embedded 4• Unless a herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss Laeolnc (paf) SPACING 2-0 0 TCLL 20.0 Plateslncroaee 1.00 YOiwi�/i�Y�ES member and is not intended as a bracing plan for the roof structure or as a plan TOOL 10.0 Lumber ln� Incr ease 1.25 BCLL 0.0 Rep StressF13C2 NO for the attachment of the roof to the building. BcoL 10.0 code fBczoo7/1Plzooz CAUTION: 2590 N. Kings Highway Trusses can b dangerous and caan cause damage and personal injury if Tmproperly ERECTION Fort Pierce, FL 34951 handled insta�led and/or bracetl. Bracing shown on this drawing is NOT BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to connectedd wood trusaes'. TPI 1s located at: 218 North Lee Street Alexandria info@tpinst.0rg Suite 312, VA 22314. Telephone: (703) 683.10ID: E-ma11: Read all manufacture's WARNINGS enclosed with drawingacka e. ARCE ENGINEERING ��`` Ala Jas ', o es 8932 QTY. 2 LUMBER TC 2 X 4 SYP No.3 BRACING ®% ,•' `� -{ '' _ .P TOP CHORD ,� 9fpuctural 711--44heatFh dlrectTja �p e'�i 2`�qc d NOTES 1) Unbalanced roof live loads hwe been considered for this design. 2 Wind: ASCE 7-05: 140mph (3-second gust); h-27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed: MWFRS (low-rise); BC 2 X 4 SYP No.3 1 _ pb, q ` eq urlins.. BOT CHOR� gib �'Eijmg dirccU {1➢I or 1 +0 0 s /�,:dbin . � Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. bearing. REACTIONS (Ib/size) 1:111/4-6-12. 3-111/4-6-12 Max Horz 1�72(LC 5) •�- 22aa � 43 Gable requires continuous bottom chord 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 It, uplift at joint 1 and 58 Max Uplift 1-5B(LC 3), 3--58(LC 4) (n a Ib uplift at joint 3. FORCES (lb) - First Load Case Only TOP CHORD 1-2--84.2-3=-77 _ O\ ' r� ® `r! LOAD CASE(S) Standard BOT CHORD 1-3=83 ^ b 0 • ° V y ° C 6b sarsa®'��1 • N� • ��4®0 - V °a®o0paa ee®ova 3x4 - 2-3-6 4-6-12 2-3-6 2 2-3-6 4.00 3 T1 T1 I P. 1 I B1 2x4 2x4 4-6-12 4-6-12 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V46 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: CS1 ooLt '^ (1) '/den /d Lggg csre PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better' ec o.14 ws vantn� n/° H—CrL) °0° s °/° °/a AS20 246/195 ASIBH 246/195 hot-diPped alvanized steel. z. Connector pates are applied to both faces of truss at each joint. Where joint or as .00 LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about SOUTHERN indicated by circles (o). 3. Cutting and fabri ati pp shall 6e ac omplished using equipment producing snug fuQly embedded pates. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS fitting oints anrd 4. Unless doerwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (par) SPACING 2-0-0 COMPANIES 5• The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan TCLL 20.0 plotealncroaae 1.00 TCDL 10.0 Lumber lne ease 1.25 BCLL 0.0 Rep Stmes finer YES for the attachment of the roof to the ull ding. BCOL 10.0 Code FBC2007/rPt2DO2 CAUTION: 2590 N.Kings Highway Trusses tan be dangerous and c n caus damage and grso al Injury if imppro erly bracead Bracr{ng shown on this �rawng is NOT ERECpf10 Fort Pierce, F1. 34951 (772)464 4160 Fax:(772)318-0015 handled installed and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing Lee Street f 1 g of metal plate connectedd wood trusses'. TPI is located at: 218 North Suite 312, Alexandria 'VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawIng package. ARCE ENGINEERING TC 2 X 4 SYP No.3 BC 2 X 4 SYP Na.3 1 — Ply REACTIONS (Ib/size) 1-278/8-9-0, 3-278/8-9-0 Max Horz 1=-30(LC 6) Max Uplift 1--147(LC 3), 3=-147(LC 4) . FORCES (lb) - First Load Case Only TOP CHORD 1-2=-211, 2-3= 193 SOT CHORD 1-3=209 I 2x4 ti _ t1J1 ges TOP BRACCHORO o�yxluwi w�Tyd'4h 'thm direc8y¢p-0-0 yriin3� � BOT CHORC0 Rigid a7'n9 directl p�li or 1 -*Q o .0 m 00, do 01 IV N a 44 %% 4-4-8 4-4-8 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsl; l OL=6.Op rf; Category II; Exp C; enclosed; MWFRS (low-rise); end vertical left and right expa..d; Lumber OOL=1.33 plate grip DOL=1 L 6 3) Thts truss hoe been das(gned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4 Gable requires continuo". bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 1 and 147 lb uplift at joint 3. LOAD CASE(S) Standard 3x4 = 4.00 FTY 2 8-9-0 8-9-0 1 8-9-0 4-4-8 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ' hot-diged galvanized steel. 2. Connector plates are applied to bath faces of truss at each joint. Where dimensions are, not shown, plates are symmetrically placed about joint or as SOUTHERN Ciindicated dbdy circles (o). a. using equipment producing snug fYtting 1aintsbannafuYYysembeddedopYatesished e. Unless o herwlse noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the Uullding. CAUTION: 2590 N. Kings Highway B S Y Trusses can be dangerous and can Baase damage and personal injury if impro ION drawing is HOT ERECpf10N Fort Pierce, Fl. 34951 handled installed and/or braced. Bractn shown on this BRACING Ref er to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)t64-4I60 Fax:(772)318-0015 . COMPONENT SAFETY INFORMATION. Guide to good Rractice for handling installing - ., ..,.,.,.,,. ed _ —A ..o� - TDT a leratad at• 91A Nnrth Lee Street 2x4 as1 Tc 0.38 BC 0.84 we 0.00 (Matrix) LOADING 3 a�Esrtl(. m (1«) I/deb o.00 a LOADING (PO) SPACING 2-0-0 TOLL 20.0 Pletr Increase 1.00 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Sim" Inc, YES BCDL 10.0 1 Code FBC2007/IP12002 1 TYPE: V89 u su PLATES GRIP goo AS20 246/195 n/a AS1aH 246/195 DATE: 19 Mar 2010 Version: l0.1a 1� ARCE ENGINEERING LUMBER TC 2X4SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 1 — Ply REACTIONS (Ib/size) 8-477/1-0-0, 6-477/1-0-0 Max Harz 8:9e-7(LC 5) Max Uplift 854B(LC 3), 6--r,.(LC 4) FORCES (Ib) — First Load Case Only TOP CHORD 1-2=14,2-3=-174,3-4=-159, 4-5=41,2-8=-172, 4-6=-366 BOT CHORD 7-8=166, 6-7=166 WEBS 3-7=17 —2-0-0 2-0-0 0 I CN 0 I I o� Iles 89 BRACING BC�- TCHORs` exce" pVp d°sOP pdy ..I.. Oo µ direr �, 1 % c e� s S'.0 0 �Z _ v �d"d :3 S ®®® eBaaeai ita8%® 4-6-0 4-6-0 4x4 = 3 .26 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3—second gust); h=27tt; TCDL=6.Opsh BCDL-6.Opsf; Category 11; Exp C; partially; MWFRS (low—rise); end vertical left and right exposed; Lumbar DOL=1.J3 plate grip DOL=1.33. 3)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 8 and 548 lb uplift at joint S. LOAD CASE(S) Standard 4-6-0 2x5 II 1 x4 11 • 2x5 11 4-6-0 9-0-0 4-6-0 4-6-0 PLATE: AUTOMATIC STAMPING FURNISH -A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. , Connector plates are applied to both faces of truss at each joint. Where dImensio s are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. CCuttjng ndd fabri att1Up shall be ac omplished using equipment producing snug fittingDints anrd fully embedded pfates. 4. noted, compression top chord to be continuously braced by the TRUSS rnlessheathingse s The permanentplanuss COMPANIES riot intendedeasaibracingwnplantforrrthenroofcstructureiortasd-a far the attachment of the roof to the bull ding. CAUTIN: 2590 N. Kings Highway 8 8 Y Trusses Can be dangerous and can cause damage and personal injury if lmpro erly Bracing on his drawing is NOT ERECTION Fort Pierce, F1.34951 handled installed and/or braced. shown BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)3 18-00 15 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing • of metal plate connecte� woad trusses'. TPI is located at: 218 North Lee Street ],2 lnread�;x u 77v1a_ Tplpnhnnp: (703I 683-1010. E-mail: info@tpinst.org TYPE: T9 as BC 1.31 wB 0.04 (Yalri:) DEIL( ) in (loe) 1.,10am V" -0.07 7 Hor:(iL) a.00 6 wind 0.09 7 I/aea >989 / >099 L/d 2x0 n/ 240 PLATES GRIP /520 246/185 AS1BH 246�195 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a ENDING (pel) SPACING TCU. 30.0 Plates Increase 1.00 TCOL 10.0 BCLL S.0 Lumber Inereaee Rep Stress Iner 125 YES BCDL 10.0 Code FBC2007/rP12002 �2O ARCE ENGINEERING 7;1CM'jJ sp i--EiWes (8932) QTY. 2 R LUMBER BRACING TC 2 X 4 SYP SS •Except• T2 2 X 4 SYP No.2 TOP CHORD 9(DeletulSl did--44hea direcVj�p e�-O- yRin3� zcept end cols. BC 2 X 4 SYP Na.2 WB 2 X 4 SYP No.3 SOT CHOR0 �g� 1 Ply dQL2�Ing dirotU {i➢I - +/� • b de or 80�hraE�pg• o REACTIONS (lb/size) 9-255/1-5-0, 5=98/Mechanical, 8-250/1-5-0. 6-71/Mach i.0l'` . m• Max Horz 9-298(LC 5) Max Uplift 9--452(LC 3). 5=-130((LC 5), 8--406(LC 4), 6--67(LC 5) • v) Max Grov 9-255(LC 1). 5-98(LC 1), 8-321(LC 2). 6-103(LC 2) FORCES First Load Case Only (lb) - TOP CHORD 2-9=16. 1-2-14, 2-3=21. 3-4=-20, 4-10=0, 5-10-15 �� ' B0T CHORD 8-9=0, 6-11=0, 7-11=-27, 7-12=0, 6-12=12 3f: � WEBS -8--218, 4-7-22.3-7-31 j > �� • �� 0 ® * .o w\ tee• `� 0v -2-9-15 1-2-1 2-9-15 2-9-15 1-2-1 1-7-14 1.5x4 II 4x4 = NOTES 1)) Unbalanced roof live foods have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf• BCOL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low-rise); and vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33. 3) This truce has been designed (or a 10.0 psf bottom chord live load nonrnncurrent with any other live loads. 4 Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 452 lb uplift at joint 9, 130 Ib uplift at joint 5, 406 lb uplift at joint 8 and 67 lb uplift at joint 6. 5) H.n,.1(9) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 32 lb up at 4-4-0, and 20 lb down and 32 It, up at 4-4-0 on top chard, and 18 lb dawn and 62 lb up at 4-4-0, 18 lb down and 62 lb up at 4-4-0, and 33 Ib up at 1-6-0. and 33 lb up at 1-6-1 an bottom chord. The design/selection of such connection device(s) is the res onsibility of others. 6) In the LOAD CASE(S� section, loads appnad to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (pH) Vert: 1-2--60,2-4--60,4-5--60.8-9--20,6-8--20 Concentrated Loads (lb) Vert 10=64(F=32. 8=32) 12=-28(F=-14, 8=-14) 6-11-6 4-1-7 4.95 FM 1-2-1 2-9-15 6-11-6 1-2-1 1-7-14 4-1-7 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). 3. Cpttjng and fabricatiq~t shall be ac Gmplished using equipment producing snug SOUTHERN fitting .iotnts anUd flu y embedded ptates. TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss forbtheaattachmenttofethedraofatorthengu9ildtngor the roof structure or as a plan 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 wage and shown on cst 10.0.45a1 we 0.11 (ucbix) LOADING TYPE: CJ5D 0EFL h'_ 1/d•a Eye I PLATES GRIP veenn{(ll�� -0.03 6-7 >Ls 360 VM(OOILII)JJ .112 9--5 > 52 24 AS20 246/195 Wi,d(LL) 0.16 6-7 >424 240 AS1&1 246/195 LOADING (Psf) SPACING 2-0-0 TCLL 20.0 Platen Increase 1.00 TCDL 10.0 Lumber 1.-.0 1.25 BCUL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/IP12002 DATE: 19 Mar 2010 Version: l0.la Z( org ARCE ENGINEERING �b°`�t�__ 4 M'dt�es (8932) QTY. 6 LUMBER TC 2X4SW No.2 BC 2X4SW No.2 WB 2 X 4 SW No.3 1 - Ply REACTIONS (lb/size) 7-290/1-0-0. 4-28/Mechanical, 5-34/Mechanical Max Hart 7-226(LC 5) ' Max Uplift 7--380(LC 3), 4--39(LC 5), 5--50(LC 4) Max Grav 7-290(LC 1). 4-28(LC 1), 5-58(LC 2) FORCES (lb) - First Load Case Only TOP CHORD 2-7=-86,1-2=14, 2-3=-3. 3-4=4 BOT CHORD 6-7=0,5-6=9 WEBS 3-6=-3,2-6--0 BRACING 0 '.� - • - ((�� -1 - • • y j0 NOTES TOP CHORD a,%5 lumt' w�d3heathin irectiy oP ,f�-0-0 1 Unbalanced roof live loads have been considered far this design. except e d v cols. r 2; Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFFiS (low-rise); BOT CHORC id•ckDng directly o 6 dgc btac�jpg. and vertical [eft exposed; Lumbar DOL=1.33 plate grip DOL=1.33. 1 TC m 3 This truss has been designed for a 10.0 pat bottom chard live load noncancurrant with any other live loads. Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. (n 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 7, 39 lb ` o uplift at joint 4 and 50 lb uplift at joint 5. 0 ^ : /77 ` LOAD CASE(S) Standard m % o ` 0 S` e14818 iI91O -2-0- 2-0-0 3-0-0 2-0-0 2-0-0 1-0-0 - 7.00 FM lx4 = 0-11-0 � 2�0-0 3-0-0 2-0-0 1-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OPTHIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653K Grade A or better hot dipped gal vanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensio s are not shown, plates are symmetrically placed about joint or as m Tc 0.54 ec o.11 Me 0.06 (ward.) am In (°°) vonc�Wu� -0.0a 6 v dDLl -aa Her.�tL� -.:CO:04 wab(W o.01 s 1/doll >eae >aue /° iuee TYPE: J3D 1/1 PLATES GRIP 240 24o As2o 24e/195 /O AS18H 246/195 zoo LOADING DATE: 19 Mar 2010 SOUTHERN indicates by circles (o). 3. Cptting and fabri att10nn shall be-ac[omplished using equipment producing snug fully Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting .Joints ancd embedded plates. 4. Unless otherwise noted, compression top chord to 6e continuously braced by the z-o-a TRUSS roof sheathing. The structural restraint shown is t0 prevent buckling of individual truss LOADING (paf) TCLL 20.0 SPACING to lodeLumb lnareeaa 1.00 25 1.25 COMPANIES s• permanent member and is not intended is a bracing plan for the roof structure or as a plan TCDL 10.0 Bu 0.0 Wmtrorine eaee Rep Suess Inc, YES for the attachment of the roof to the building. BCCOL 10.0 code 113=07/1P120oz CAUTION: 2590 N. Kings Highway Trusses Can be daangerous and can cause damage and ppeerso al nju y {f improLerly �rax�ng ;s NOT ERECTION Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this BRACING. Refer to the Truss Plate Institute GPI) publication 'SCSI 2008 BUILDING (772)464 4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing �Z • of metal plate cognected woad trusses'. TPI is located at: 21B North Lee Street Suite 312. Alexandria VA 22314. Telephone: (703) 683-1010._ E-mail: _inf0@tpinst.org , ARCE ENGINEERINGls'Ic/ +f'dles (8932) QN. 8 8 LUMBER TC 2 X 4 SYP Not BC 2 x 4 SYP Na.2 WB 2 x 4 SYP No.3 i - ply REACRONS 01b/size) 7-349/1-0-0. 4-88/Mechanical, 5-75/Mechanical Max Harz 7-309(LC 5) Max Uplift 7--356(LC 3). 4�-12%(,C 5), 5=-48 LC 5) Max Orav 7-349(LC 1). 4=BB(LC 1), 5-105(LC 2 FORCES (lb) - First Load Case Only TOP CHORD 2-7=-84,1-2=14, 2-3=-0,3-4-12 BOT CHORD B-7-8,5-6=16 WEBS 2-6=3,3-6=-24 BRACING %" 1 -t ' • y `•A TOP CHORD a S�Ctuw1 wbd`9heothT. dire tlymp , -0-0 0 ty6n3�, except end v 'cols. .^ BOT CHOR� ^ �d a ng drccti �li or 6 O oc 4r em. ii e � B A A Vg ®I 9 8 DD�°°%% �� 0� —2-0-0 2-0-0 0 1 0 I N NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Ops1; BCDL=fi.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); and vertical left exposed; Lumber DOL�1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 7, 122 lb uplift at joint 4 and 48 lb uplift at joint S. LOAD CASE(S) Standard 5-0- 2-0-0 1 2-0-0 3-0-0 1x4 = 2-0-0 5-0-0 2-0-0 3-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTH A6531653M Grade A or better hot diuped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: J5D cs DM in (we) i/den L/d PLATES GRIP To 0.54 VMtw -0.67 5-e >BGa 360 Da 037 vM(n) -0.09 6-6 >647 240 AS20 246/195 we ooa ttwwrrg:(1� -a•o4 4 /e /a AS18H 2.46/195 (ua1 :) wne(w o.10 s s >s7e i4a LOADING GATE: 19 Mar 2010 SOUTHERN indicated by circles (a): 3. C tting and fabri att1 nn shall be accomplished using equipment producing snug f�tting Dints an fuQly embedded plates. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS 4. Unless oherwise noted, compression top chord to be continuously braced by the roof sheathing. LQnDING (pe0 SPACING 2-0-0 COMPANIES ES 6• The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan TOLL 20.0 Plates lnc ease 1.00 TCDL t0.o Lumber lnaneee 1.25 BCLL 0.0 Rep stress lncr YES for the attachment of the roof to the building. ecDL 10.o Cade FBC2007/rPt2002 2590 N. Kings Highway Fort Pierce, F1.34951 CAUTION' Trusses can be d ngerous and caan cause damage and personal injug[ if impp o erly handled installe� and/or bracetl Bracing shown on this drawing is NOT ER�VION (772y1G� 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute pp(TPI) publication 'SCSI 2008 BUILDING ofMmetelTpl3AteTcorllnec%dTwoad trusses'.gTPI isalocztedoath 218iNurthsLeelStgeet Z� Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org p, t r! r Resd all manufacture's WARNINGS enclosed with drawin F� ARCE ENGINEERING t��``>�1�1%lal�y �ieues (8932) Q LUMBER BRACING 04 ��' • • (� -F - ' • �`.N TIC 2 % 4 SYP SS *Except* T2 2 % 4 SYP No.2 TOP CHORD V 51, t. 1 d'd1w, C -0-0 BC 2 % 4 SYP No.2 ® e� Wlinil� xcep ,WB 2 % 4 SYP No.3 GOT CHORg? 4iigid of •ng direcE�pg. 1- PiyREACRONS (Ib/size) 9-255/1-5-0, 5-98/Mechanical, 8-258/1-5-0, 6-71/Mecha iad MaxHarz9lift :298(LC5)Max CMax Pav 9=255(LC 1), 9598(LC0'I)CB))321(LC 2)(L6103(LC 2)(LC 5) FORCES (lb) - First Load Cse Onlyf e TOP CHORD 2-9-16,1-2=14,2-3=21, 3-4=-20,4-10=0,5-10=15 • o a e BOT CHORD 8-9=0, 8-11=0, 7-11=-27, 7-12=0, 6-12=12 r1b WEBS 3-8--218, 4-7-22,3-7-31 I 7 J 0 I ` sas�sed� ee e VyN��o�°�®oo -2-9-15 1-2-1 2-9-15 I 00 I I I I I NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05: 140mph (3-s .d gust); h=27tt; TOOL=6.Opsf; BCDL=fi.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); end vertical loft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 9, 130 1b uplift at 11',,�int 5, 406 Ib uplift at joint 8 and 67 ib uplift at joint I5) Ho ger(a or other connection device(.) shall be ffi provided sucient to support concentrated lood(s) 20 lb down and 32 lb up at 4-4-0, and 20 lb down and 32 lb up at 4-4-0'on top chord, and 16 lb down and 62 lb up at 4-4-0. 18 lb down and fit lb up at 4-4-0, and 33 lb up at 1-6-0, and 33 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) Is the res ansibllity of others. 6) In the LOAD C SE(S� section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Regular. Wmber Increase=1.25, Plate Inerease-7.00 Uniform Loads (plf) Vert; 1-2=-60, 2-4--60, 4-5--60, 8-9-20, 6-8--20 Concentrated Loads (lb) Vert: 10=64(F=32, B=32) 12=-2B(F=-14, B=-14) 6-11-6 2-9-15 1-2-1 1-7-14 4-1-7 4.95 FM 1.5x4 11 4x4 = 1-2-1 i 2-9-15 6-11-6 1-2-1 1-7-14 4-1-7 LATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: CJ5D1 � tffL in (leal Vden Vd PLATES GRIP TC 0.50 V:%,�� -0.a3 6-7 >.°9 360 AS 248/1B5 90 0.41 Ved(n) 0.12 6-7 >592 2/1 As1>ai 246 95 w9 0.,1 N�ac(t1LL)) o.oe s 7° /e (faux) Wud(W o.16 s-� >i24 i4o LOADING DATE: 19 Mar 2010 indicated by circles (0). C ttjjng ffabricatI shall be ac omplished using equipment producing snug Version: IO.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) SOUTHERN 3. fftting oints and fuQSy embedded plates. In TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LawlNc ttp1en SPACING 2-0-0 laereaee +.00 COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan Tcu 30.d Pialm TcoL to.o Lumber Increase 1,25 BCLL G.0 Rep Strode lner NO for the attachment of the roof to the building. BCDL 10.0 Code FHC2007/11'12002 CAUTION: 2590 N. Kings Highway B B Y Trusses an be dangerous and caan cause damage and erso al injury if impp[D erly r{its drawing is NOT EREC�10 Fort Pierce, F1.34951 handled taIled and/or bracetl Bracing shown on his BRACING. Refer t0 the Truss Plate Institute (TPI) his 'BCSI 2008 BUILDING (772)464-4160 Fa1:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good uactice for handling installing _ __ . . .. .......,,.. .e _.. 4.,,..e�• Tpi a I —tad atn 71R Nnrth Lee Street ARCE ENGINEERING 5 =4ftes 8932 QTY. 2 LUMBER BRACING 00 O � ' ° �°�y NOTES TC 2 % 4 SYP No.2 TOP CHORD o ty�gl .t�jd sheath(n ire. �p r•R-8-0 1) Unbalanced root Ilve loads hove been coneldercd for this design. SC 2 x 4 SYP No.2 url��rs\� except a icals. e. 2) Wnd: ASCE 7-05: 140mph (3-second gust); h=27R: TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise); WB 2 % 4 SYP No.3 SOT CHORD, ij1"dQlpn9 direc Qmc hrayag, and vertirnl left exposed; Lumber DOL=1.33 plate grip DOL=1.33. _ y n 7i a 3)) This truss has been designed fora 10.0 psf bottom chard live load nonconcurtent with any other live loads. REACTIONS (Ib/size) 6:98/0-8-0. 3-28/Mechanical, 4-70/Mechanical +� • '� ! ® 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should Max Horz 6=143(LC 5)) verify capacity of bearing surface. Max Uplift 6=-46(LC 3), 3=-39(LC 5), 4•-94(LC 5) ° (n _• 5) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 46 lb uplift at joint 6, 39 lb FORCES uplift at joint 3 and 94 lb uplift at joint 4. D - Load Case Only TOP CHORD 1-6--13, 1-2=7, 2-3=4 r ^ • ' r / ® LOAD CASE(S) Standard BOT CHORD 5-6--3, 4-5-12 •• � � WEBS 2-5=-26, 1-S= 3 ° r0 (j •' ��® sae* 3 S N o' 0 Vn°° °0 1-8-0 2-8-0 1-8-0 1-0-0 7.00 , 2 1x4 = 1-8-0 2-8-0 1-8-0 1-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: J3E SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csI Ire0.19 DrzL 1n (1-) 1/da0 '/d 11 5 >aea 360 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASIA A653/653M Grade A or better Beec o.1e - 240 ve -0.a, 5 >909 3 /e a/e ASzo 246/195 hot-diuped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where ire 0.04 (uew) Hr. �1L -MOI WWN 0.01 5 >999 240 AS18H 245/195 LOADING DATE: 19 Mar 2010 dimensior are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated bycirclesp(aa). p C a. fitting g,7oontsbendatullyshalld edaplatesjshed using equipment producing snug Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS <. emb Unless otherwise noted, compression top chord to be continuously braced by the LOADING (pef) SPACING 2-0-0 roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0 Plates Increase 1.00 COMPANIES member and is not intended as a bracingA ppladn for the roof structure or as a plan a DL 10.0 Lumber lncrea.e 1.25 0.0 Rep Shwa Iner YES for the attachment of the roof to the builGIng. BCLL ecoL 10.0 coda PBc2o07/1P,zaoz CAUTION: 2590 N. Kings Highway Trusses can be dangerous and can cause damaage and personal Injury if imDDroperly Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION 'BCSI (772)464-4160 Fax:(772)318-0015 BRACING. Refer t0 the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected woad trusses'. TPI 1s located at: 218 North Lee Street E-mail: infaetpinst.org , Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. Read ail manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING �o`` + q6 a ., F'f0 es 8932 QTY 1 LUMBER TC 2 % 4 SYP No.2 BRACING ®�' ('� 1 —I •'• P TOP CHORD> clyral aQheathiil directfjna •�Ir t end ve ' als. ®' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3—second gust); h=27tt; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); BC 2 X 4 SYP No.2 • WB 2 X 4 SYP No3 •Except W9 2 % 6 SYP No.2 14�curlins, _ ex B0T CHOREA 1 it in direct] or 3 occ _ �, 9 ._v 9 end vertical left exposed; Lumber DOL-1.33 plate grip OOL=1.33. 3 Provide adequate drainage to prevent water ponding. 1 — Ply REACTIONS (Ib/size) 15=1189/1-0-0, 9-1048/0-8-0 Or °•vl' 91 ' ^ °„ 0 �_ 4 This truss has, been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 5 8-ring at 'aint s 15, 9 considers parallel to rain value using ANSI I 1 angle to rain formula. Buildingdeli ner 9 1 () P 9 9' 9 4 9 Max Harz 15=213(LC 5) Max Uplift 15--1136(LC 5), 9--900(LC 6) • T� ° surface. should verify capacity of connection 6) Provide mechanical y of b ari `by others) of truss to bearing plate capable of withstanding 1136 lb uplift at joint 15 and FORCES (lb) — First Load Case Only _0 01043, 900 lb uplift at joint 9. TOP CHORD 2-15=-893, 1-2=14, 2-3=-1036, 3-4=-2102, 4-16=0, 5-16= 1892, 5 0,—7=-2146, 8 8; 9�9� Bar CHORD 14-15=25, 13-14=1129, 13-18=2504. 12-18-2504, 12-19=2504, 11-19 5 t�11=1 67, 9-10= ° m rtjr 7-19=�s ��10=1122 LOAD CASE(5) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (plf) WEBS 2-14-1053. 3-14=-798, 3-13-787, 4-13-805, 5-13--684, 5-12-246. 514 610, 6-11=7B5r, —813, > Vert: 1-2--60, 2-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 7-8--60, 13-15=-20, 11-13=-20, 9-11=-20 �0 ®BO 74" •°° �+ •°•• \"iO® Concentrated Loads (lb) Vert 4= 66(F) 6--66(F) 13--108(F) 11--108(F) 12=-109(F) 5=-56(F) 16--28(F) 17=-28(F) 18--55(F) 19=-55(F) ee a VY BNi -2-0-0 2-0-0 5-0-0 1 9-3-0 13-6-0 16-6-0 18-2-0 2-0-0 2-0-0 3-0-0 4-3-0 4-3-0 3-0-0 1-8-0 PLATE: AUTOMATIC STAMPING SEAL11 I. Conne hot-d 2. Conne dimen indic Cutti SOUTHERN fittUnl 3.ii TRUSS a. roofs roof COMPANIES s• The p membe 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 7.00 4x4 = 4 3x8 — 5• 4x4 = 6 3x4 � Jx•F 15 4.00 '1 L 2x4 2x5 = 2-0-0 5-1-8 9-3-0 1 13-4-8 16-6-0 18-2-0 2-0-0 3-1-8 4-1-8 4-1-8 3-1-8 1-8-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H5H 'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Isl 1C 0.68 pert 1° t'°°) VM( ' -0.A 12 1/a°r >999 Ud PLATES GRIP 380 240 248/195 es are fabricated from 20 gauge ASTM A653/653M Grade A or better 6C am w9 0.40 vatW -0.2112-13 H°rs(1L) 0.15 B >999 /e A520 AS18H 246/195 Vanlzed steel. as are applied to both faces of truss at each joint. Where (11°1d) M7nd1(� a2112-13 >aee 240 LOADING DATE: 19 Mar 2010 not shown, plates are symmetrically placed about joint or as ircles (o). bricatio shall be accomplished using equipment producing snug and fulSy embedded plates. CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a se noted, compression top chord to be continuously braced by the LOADING fpsl) SPACING Increase 2—D—O 1.00 structural restraint shown is tD prevent buckling of individual truss intended as a bracing pan for the roof structure or as a plan TOLL 0.0 TcDL 1O.o Plates Lumber Increase lncr 1.25 NO not ment of the roof to the Du1�dl ding. BctL a.0 BCDL 10.0 Rep Slroas Code FBC2007/rPt20O2 Trusses can be dangerous and ca handled installed and/or braced BRACING. Refer to the Truss Pla COMPONENT SAFETY INFORMATION. G of metal plate connectel wood t Suite 312, Alexandria V 22314. tad all manufacture's WA one: .org -26. ARCE ENGINEERING 8932 QTY. 1 LUMBER ('� r✓° NOTES TC 2 X 4 SYP N0.2 TOP CHORD Ob® y t w� O yd'4he,Vddirectly 1) Unbalanced roel live loads have been considered for this design. BC 2 % 4 SYP No.2 ®pTO�p purrinoLs. d 2 Y(nd: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); w8 2 X 4 SYP No.3 SOT CHORC `—W'grd daji rig directCa:a pratg. and vertical left exposed; Lumber DOL=1.33 plate grip DOL-1.33. 1- Pl 7t3Provide adequate drainage to prevent water pending. YThis truss has been desi nod fora 10.0 sf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 15=980/1-0-0, 9=713/0-8-0, 14--134/1-0-0 Bearin at'oint s 9 considers toilet to rain value usin ANSI I 1 an le to rain formula. Buildin desi net ehauld Max Hom 15-266(LC 4) g 1 () g g g 9 g gMax Uplift 15--940(LC 3), 9--306(LC 6). 14=-314((LC 5) a (n �. verify capacity of beoring surface. Max Upli 15=980(LC 1), 9=713(LC 1). 14-�483(LC 3) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 Ib uplfft at joint 15, 306 °�If°'Ib uplift at joint 9 and 314 Ib uplift at joint 14. FORCES (lb) - First Wad Case Only P LOAD CASE 5 Standard TOP CHORD 2-15=-544. 1-2-14. 2-3--348, 3-4--904, 4-5=-1127, 5-6=-1056, 6-F 7-8--930, () BOT CHORD 13-14=272, 12-13=1038. 11-12-1002. 10-11=1091. 9-10=-16, 14-15=202 • Yl' m WEBS 3-13-1011, 4-13--569, 5-12-392, 5-11-62. 6-11-357, 7-10--736, 8-1PfS 18. V 4=-291Cj6 r) % a ' •° % `a oN\, 0 -2-0-0 2-0-0 7-0-0 11-6-0 16-6-0 18-2-0 2-0-0 2-0-0 5-0-0 4-6-0 5-0-0 1-8-0 4x7 — 4x5 — 7.00 Imo— 5 6 I I I 01 I 0 1 I 1 Q 1 0 15 143x5 4.00 12 Jx� <� 9 2x4 II 2x4 5x5. 2-0-0 7-1-8 11-4-8 16-6-0 18-2-0 2-0-0 5-1-8 4-3-0 5-1-8 1-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO SEALING OF TRUSS DESIGN BASED -UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensio s are not shown, plates are symmetrically placed about joint or as indicate by circles (9). 3. CVttjng and {abri atiG shall be accomplished using equipment producing snug SOUTHERN fitting i9ints andc fuliy embedded plates. TRUSS 1$$ 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing9 pplan for the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Hjghway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 wood t 22314. and on PI) .org I I I 0 I 1 N CONTRACTOR TYPE: H7H csl OFFL Ln 0«) Vd� L/d PLATES GRIP TC 057 9C 0.62 VeH(LL) -0.1211-12 VaR(IL) -0.3011-12 >999 >69.4 380 240 AS20 246/195 wa 0A3 (Yabix) Hors((77LL)) 0.20 9 VH M(LLd 0.19 11-12 /a >009 /a 240 AS1aH 246/195 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a LOADING (pet) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.00 TCDL 10.0 Lumber Increaw 1,25 SCLL 0.0 Rep Stress Iner YES BCOL 10.0 Code FBC2007/TPL2002 27 ARCE ENGINEERING S°`` • ,�'�ic 'Htd es 8932 QTY. I LUMBER 13RACING 0 ((''�� 1 -t ' • ✓° NOTES TC 2 X 4 SIP No.2 TOP CHORD 0 S turof 0,�dgeathln irectly epp -"r -0-8 1) Unbalanced roof live loads have been considered for this design. BC 2 % 4 SYP No.2 m u� s\ except e d v cols. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27f ; TCOL-6.Opsf; BCDL-6.Opsh Category 11. Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 •Except• W7 2 % 6 SYP No.2 SOT CHORa® i4'c i g directl 6 dpc blaclpg. end vertical left exposed; Lumber DOL=1.33 plate grip DOL�1.33. 1 - Ply i'r ✓ 3)) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. a ; A. r 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain fortnuta. Building designer should REACTIONS (Ib/size) 12-800/1-0-0. 7-705/0-8-0. 11-53/1-0-0 �' verify capacity of bearing surface. Max Harz 12-346(LC 4) •� (n �. 5) Provide mechanical eonnecUon (by others) of truss to bearing plate capable of withstanding 1318 lb uplift at joint 12, 344 Max Uplift 12=-13181 3), 7--344(LC 6), 110-1167(LC 4) lb uplift at joint 7 and 1167 lb uplift at joint 11. Max Grav 12-909(LC 4), 7-705(LC 1), 11=991(LC 3) . r�. •. FORCES (lb) - First Load Case Only ^ • • r / 0 LOAD CASE(5) Standard TOP CHORD 2-12=-685, 1-2-14. 2-3=-880. 3-4--975. 4-5--914. 5-6--776, 6-7: s6 •• �KI : a SOT CHORD 10-11=1161 9-10-949, 8-9=952, 7-8=-20, 11-12=39 = . l!;;fp �(�: WEBS 2-10-885. 3-10--327. 4-9-729. 5-8--708. 6-8-999 7 ''•0• 7 •�0 00 ••3SN:• �� ®> o t' Vp e ONE ,�0 F 2 0 0,2-0-0 9-3-0 16-6-0 .18-2- 2-0-0 2-0-0 7-3-0 7-3-0 1-8-0 4x7 = 4 Firerows-PA 12 11 1 V 4_00 rM 3x4 _-7 2.5x6 ggII 2x4 0.03 1x2 x4 9-3-0 1 16-6-0 18-2-9 �2-0=0 2-0-0 7-3-0 7-3-0 1-8-0 TYPE: H9H PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: To 1c 0.92 0� "(Oe) '/tla0 vn(t�7 -0.oe a-ta >sea 36a aso PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.65 we 0.41 vwt(1L7 -ash 9-10 >750 Ha 0.17 7 n/e 240 /e Rao AS20 246/195 A51eH 246/195 hot diPped al vani zed steel. 2. Connector plgates are applied to both faces of truss at each joint. Where (4abx) ww a os1 9-u >9e9 GATE: 19 Mar dimensions are not shown, plates are symmetrically placed about joint or as LOADING indicated by circles (o). 3. Cutting and fabripCti np shall be accomplished using equipment producing snug CRITERIA: ANSIITPI 1-2002 (MATRIX) , Version: IO.la SOUTHERN fitt�ng joints and fuply embedded plates. braced by the 4. Unless otherwise noted, compression top chord to be continuously LOADING (par) SPACING 2-0-0 TRUSS roof sheathing.Plates s• The permanent structural restraint shown is to prevent buckling of individual truss TOLL 10.0 TCOL 10.0 Increase 1.00 Lumber lncroaee 1.25 Lumber I COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan 9CLL 0.0 Rap Stross lncr YES for the attachment of the roof to the building. BCDL 10.0 Code FHC2007/TP12002 2590 N. Kings Highway Trusses can be dangerous and can cause damage and oerso al Injury if im r0 erly Fort Pierce, F1.34951 handled installed and/or braced Bracing shown an this drawng is NOT EPIEC�ION 772 64 4160 Fax: 772 318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING ( COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pldto connected wood trusses'. TPI ps located at: 218 North Lee Street Suite 312, Alexandria VA 220314. Telephone: (703) 683-1010. E-mail: tnfo@tpinst.org Read all manufacture's WARNINGS enclosed with drawln acka e. �2� ARCE ENGINEERING tio`QM4I ,-Fr es 8932 . 3, LUMBER TC 2 X 4 SYP No.2 BRACING 0� ^' ' ^ 1 ...) (51 p TOP CHORD v S�J�cturClddhealhiM1 dlrec8joap 1 -0-8 'cols. 0 NOTES , 1) Unbalanced roof 11ve loads have been considered for this design. 2) Wind: A.SCE 7-05; 140mph (3—sernnd gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opst; Category 11; Exp C; enclosed; MWFRS (low —rise); BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 0 P�jflinl� xcept end BOT CHORer gib 5ng dirccU p or fi— fi oa broG�g. a° end vertical "it ezposad; Lumbar DOL=1.33 plate grip DO Live load 3 This trues has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads. 1 — Ply y// 4; Bearing at join(s) 7 considers parallel to grain value using AN51/TPI 1 angle to grain formula. Building designer should REACUONS (Ib/size) Max Horz 12-798/1-0-0, 7=705/0-8-0, 11=58/1-0-0 12-346(LC 4) ` �� (jl a verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1318 lb uplift at joint 12, 344 Max Uplift Max Grw 12--1318(LC 3), 7=-344((LC 6), 11--1167(LC 4) 12=909(LC 4), 7-705(LC 1). 11=991(LC 3) 1 o/� a lb uplift at joint 7 and 1167 lb uplift of joint 11. 0 c LOAD CASE(S) Standard FORCES — First LCase Only TOP CHORDD Load 2-1oad ,1-2=14,2-3=-879,3-4=-974. 4-5=-913, 5-6=-776, 6-7� BOT CHORD 10-11-115. 9-10-949. 8-9=951, 7-8=-20, 11-12=38 .o WEBS 2-10-885, 3-10--327, 4-9=728, 5-8--708, 6-8-998 .0 C> ^c) �A '� o��• -2-0-0 2 0_0 9-3-0 16-6-0 118-2-q 2-0-0 2-0-0 7-3-0 7-3-0 1-8-0 40 = 4 -7 nn �� 12 11 1 V 4.00 Ff2 3x4 zz:: 7 2.5x6 ggII 2x4 0.03 12 x4 9-3-0 16-6-0 118-2-q �2-0-0 2-0-0 7-3-0 7-3-0 1-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T8 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TC 1C 092 offL " t1 '/°°" Van��L1LL�7 -0.Do a-10 >DBB Ua PLATES GRIP GRIP ]60 t. Connector plates are fabricated from 20 gauge ASTM A653/b53M Grade A or better we o:4i IVIo�rOU 0.17 B-1> > Ag20 2440/195 2/ AS18H 246/195 i4o hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where (uetdx) wud oM 6—Y >987 dimensions are not shown, plates are symmetrically placed about joint or as LOADING DATE: 19 Mar 2010 indicated by circles (o). 3. Cutt ng and fabri atiuup shall he ac omplished using equipment producing snug pates. CRITERIA: ANSI/TPI 1 2002 (MATRIX) Version: 10.1a SOUTHERN fitting joints anrd fully embedded by the TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced sheathing. LOADING (psD SPACING 2—D-0 roof s. The permanent structural restraint shown is to prevent buckling of individual truss TCIL 10:0 TCOL 10.0 umb rInceae 1.00 Lumber COMPANIES member and is not intended as a bracing Mnor the roof structure or as a plan eLL 0.0 YES Rep Strinarcaae YES Rep Stros for the attachment of the roof to the bu97ding, CAUTIN: ScCOL 10.0 FBC2 Code FBC2007/iP@002 2590 N. Kings Highwa S Y Trusses can be dangerous and can cans2 damage and persogal injury if improperly this drawing is NOT ERECTION Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)3L8-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing • of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street Suite 312. Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: infoLtpinst.org �- Read all manufacture's WARNINGS enclosed with drawing Package. 4 ARCE ENGINEERING ��11�fdrres (I BRACING 7 -7 • y'O LUMBER TC 2 X 4 SIP No.2 TOP CHORD ,Z S4bctunl *6094VthInqw�a6-0-fi BC 2 % 4 SYP No.2 % Dec, 4fhnlx excepanWB 2 x 4 SYP No.3 BOT CHOR( /`"Rigid cbng direcraF,µtg. REACTIONS (lb/size) tt-521/1-0-0.6-706/0-8-0, 10-203/1-0-0"Max Hors 11-257(LC 4) CMax Uplift 11 814(LC3)), 6--344(LC6),10=-1190((LC4)Max Grav 11-1003(LC 4J, 6-7o6(LC 1), 10-747(LC 3)FORCES (lb) - First Load Case OnlyTOP CHORD 1-11=-623.1-2=-877,2-3--976, 3-4--916, 4-5--777. 5-6=-662 BOT CHORD 9-10-127, 8-9=951. 7-8-953, 6-7--20, 10-11=56 •• rf�� ^� • v o WEBS 1-9-865, 2-9--338, 3-8-730. 4-7--709, 5-7-1001 'J. 1' 0 fill IBISO 2-0-0 9-3-0 2-0-0 7-3-0 4.00 I I I I I of I I o- ,� I 0 11 10 2.5x5 gg1I 0.03 12 x4 .3 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wnd: /SCE 7-05: 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL=1.33. 3 This truss has been designed for a 10.0 pnf bottom chord live load noneoneurrent with any other live loads. 4; Bearing at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 814 lb uplift at joint 11, 344 lb uplift at joint 6 and 1190 lb uplift at joint 10. LOAD CASE(S) Standard 40 = 3 7 nn 4.00 12 16-6-0 16-2-c 7-3-0 1-8-0 3x4 _-6 2x4 9-3-0 16-6-0 18-2-q �2-0-0, 2-0-0 7-3-0 7-3-0 1-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T8A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: m 1C o.8o ocR ^ 1 1 '/e•n Lld360 PLATES GRIP YmtttWW -o.os a-s >ese ]6a i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better .14 AS20 246/195 v t1L1 oii 6-s >�%a �% AS1eH 246/19s hot -di ped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where (u°bi.) wuue oso 7 e >eee a4o dimensionrIs are not shown, plates are symmetrically placed about joint a as LOADING DATE: 19 Mar 2010 10.1a SOUTHERN indicate tl by circles (o). 3. Cutting andd fabricatti shall be ac omplished using equipment producing snug fitting 1Oints and fuQSy embedded plates. CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: TRUSS 4• Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING par) 0.o SPACING z-o-0 Plalealnerea°° 1.25 COMPANIES s• The permanent structural restraint shown is t0 prevent buckling of individual truss member and 1s not intended as a bracing pplam for the roof structure or as a plan Bu9lding. TCLL TOOL 10.o BCDL 1.25 Lumbarincreasa YES 2590 N. Kings Highway B 8 Y for the attachment of the roof to the CAUTI ON: Trusser tan be dangerous and caan causee damage and ersoqal injury if improperly braced. Bracing shown on his drawing is NOT ERECTION 10.0 Cod. rBC2007/TPI2002 Fort Pierce, F1.34951 handled Installed and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSf 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing TPI is located at: 218 Ngrth Lee Street 3 ofimpta417p1ate connected wood trusses'. A1Pnndria v,S 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.org 4 ARCE ENGINEERING tio`' �lal es 8932 QTY. I LUMBER BRACING q�' ' n J ' • y A NOTES TC 2 X 4 SYP No.2 TOP CHORD o St�lctujEl wDod-9heathi� directly.ap �0'iy5-0-5 1) Unbalanced roof live loads have been considered for this design. SC 2 % 4 SYP No.2 p ynin cept end 'cols. �' 2 W;nd: ASCE 7-05: 14Omph (3-second gust); h-27ft: TCOL-6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); WS 2 X 4 SYP No.3 -Except- W1 2 X 6 SYP No.2 SOT CHORD% 4gid q6ng directl { J or 6- • 0•: ebra0g. Lumber DOL-1.33 plate grip DOL-1.33. ^^ 3)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 - Ply lONS (Ib/size) 110524/1-0-0, 6�706/0-8-0, 10=200/1-0-0 >JJ . m 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should m verify capacity of bearing surface. Max Harz 11-257(LC 4) Max Uplift 11--BWLC 3). 6--344(LC 6), 10--1190 LC 4) a 5) Provide mechanical d 119 connection uplift others) of truss to bearing plate capable of withstanding 814 lb uplift at joint 11, 344 Max Grav 11-1003(LC 4). 6-706(LC 1), 10-747(LC 3SU. lb uplift at joint 6 and 1190 lb uplift at joint 10. FORCES (lb) - First Load Case Only O LOAD CASE(S) Standard - TOP CHORD 1-11=-623, 1-2=-877, 2-3=-977, 3-4=-916, 4-5=-778, 5-6--662 p r.19 �• a m BOT CHORD 9-10=128. 8-9-951, 7-8-954. 6-7=-20, 10-11-57 lo •• A WEBS 1-9=865, 2-9--338, 3-8-731. 4-7--710, 5-7-1001 .• CA� nc); OAe o • 3 w\ •! •� ®® b' N`i,��°, ®�OBgB 980p00 2-0-0 9-3-0 16-6-0 18-2-Q 2-0-0 7-3-0 7-3-0 1-8-0 4.00 I I I I I I I 1 I I Q I 0 11 10 a 2.5x5 gg1I 0.03 12 x4 7.00 12 4.00 12 2-0-0 9-3-0 2-0-0 7-3-0 4x7 3 LO I I 3x4 z:� 6 2x4 16-6-0 118-2-Q 7-3-0 1-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot di ped galvanized steel. 2. Connector plates are applied t0 both faces of truss at each joint. ,Where dimensi0 s are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: H9J csI DOLL in(I ) I/dab t/d PLATES GRIP Tc 0.80 yen(tL� -0.09 8-9 >999 360 Be 0.64 ven(1L) -0.25 8-9 >es9 240 AS20 24e/195 we 0.40 H=r=(n) 0.1� a /e n/= As18H 246/195 (uaw) W,aeL oso 7-a >099 240 LOADING DATE: 19 Mar 2010 SOUTHERN indicate by circles (o). 3. Cutt{ng qnd fabricating shall be accomplished using equipment producing snug fully Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS fitting oints ana embedded plates. 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. ((psi) SPACING 2-0-0 5. The permanent structural restraint shown is to prevent buckling of individual truss or as a TOLLLOADING 00 Tcu 10.o Piatesln1'e 1.25 TCOL 10.0 be 1'`1.2s COMPANIES member and is not intended as a bracing plan far the roof structure plan BCDL 0.0 Rep 5lree YES for the attachment of the roof to the building. CAUTION' FEC2 ecoL 10.o Code fsc2oa7/rPzOoz 2590 N. Kings Highway Trusses can be dangerous and can taus damage and Dersoaal injury if imDDro erly is ERECp1ION Fort Pierce, FI.34951 handled installed and/or braced. Brac�ng shown on this drawing NOT BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 200E BUILDING (772)4644160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing z of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street ✓ Suite 312. Alexandria VA 22314. Telephone: (703) 683 .1010. E-mail: info@tpinst.org - a ARCE ENGINEERING �.��;; M'dtx�es 89 BRACING e () 1 • P TCM2�X 4 SYP Not TOP CHORD ` 911, t bi J� heathin directlyQ{p �� 7-8 SYP No.2 0 � uriins� except BC 2 X 4 WB 2 X 4 SIP No.3 DOT CHORC g�d a ng dine8 p r Aaoe gracAP9. I — Ply m i� r REACTIONS MZsize) 14-697/1-0-0, 8-714/0-8-0, 13-18/1-0-0 Max Hors 14=176(LC 4) • '� m (n Max Uplift 14--413(LC 3). 8--305(LC 6). 13=-4913V( 5) Max Grov 14-732(LC 8). 8-714(LC 1), 13-215(LC 3) . o O ryr��r�.. /� : ' r FORCES (Ib) — First Load Case Only TOP CHORD 1-14--451,1-2=-348.2-3--908,3-4=-1129,4-5=-1057,5-6--1146n6 BOT CHORD 12-13-283, 11-12=1041. 10-11=1005, 9-10=1092, 8-9=-16, 13-14=220� 3-12--564, 4-11-393. 4-10-60. 5-10-355, 6-9=-737, 7-9—Itl 93I. 7— f0�� rr�� • A� m 2-11 WEBS 2-12-999, •�:46 lv�'J�..y��0 0e S• 3 • ee '0,®o . %�` let a s e V N\ 2-0-0 7-0-0 2-0-0 5-0-0 4x7 = 11-6-0 4-6-0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL-6.Opsf: BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise): Lumber DOL-1.33 plate grip DOL-1.33. 3 Provide adequate drainage to prevent water pendin 4 This truss has been deefgned for a 10.0 psg. f bottom chord live load nonconcument with any other live loads. 5 Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain forrnulo. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 It, uplift at joint 14, 305 lb uplift at Joint 8 and 491 Ib uplift at joint 13. LOAD CASE(S) Standard 4x5 nn F-19 4 5 16-6-0 18-2-0 5-0-0 1-8-0 W1 IV21 I 4.00 12 5x5 I 4x6 3x4 g 4x5 — 2x5 1I 3 7 I 2 1 I I o 4 11 10 4 W I I o I I 5x5 5x6 zz 0' 9 of 12 3x4 14 13 3x4 - 4.00 8 r11T 2x4 2x4 11 0.03 2-0-0 7-1-8 11-4-8 16-6-0 1 18-2-0 2-0-0 5-1-8 4-3-0 5-1-8 1-8-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H7J LATE: AUTOMATIC STAMPING m;'°�) '/da" L/d GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1c om vsn u)) a.1z o-11 V" >ese 360 PLATES 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better wWe a43 ert DQ 0301a 18 o.1a 10-11 >s/eea >999 r/ ASISS20 246/195 240 As1eN 246/195 hot -di ped galvanized steel. Connector are applied to both faces of truss at each joint. Where (w6t) waemt 2. plates dimensions are, not shown, plates are symmetrically placed about joint or as LOADING DATE: 19 Mar 2010 indicated by circles (a). 3. C ttjng and fabri ati shall be ac omplished using equipment producing snug CRITERIA: ANSI/TPI 1 2002 (MATRI%) Version: l0.la SOUTHERN fitting odnts anrd fully embedded plates, compression top chord to be continuously braced by the TRUSS a. Unless otherwise noted, roof sheathing.plot. LOADING (psf) SPACING lneeaee 2-0-0 1.00 s• The permanent structural restraint shown is to prevent buckling of individual truss or as a TOLL 10.0 TCOL to.o Lumtarinc ease Lumber t.2s COMPANIES member and is not intended as a bracing plan for the roof structure plan BCLL Rep—aIn.r for the attachment of the roof to the building. CAUTION: 10.0 107/TP12W2 2590 N. Kings Highway B 8 Y Trusses Can b daangerous and cdn cause damage and pers6rlal {nju y if imprDperly gnstagletl ad. Drawing ;s NOT ERECTION Fort Pierce, FL 34951 handled and/or braceBracing shown On this BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)4644160 Fax:(772)3113-0015 COMPONENT SAFETY INFORMAdTION. Guide to good practice for handling installing oft*ot,,1. I.—d�eatV wood TeI ohonePl(703)o683e1010. E-mail: info@tpinsttorg ARCE ENGINEERING .�� 1 i es 8932 QTY. LUMBER TC 2 % 4 SYP No.2 BC 2 X 4 SYP No.2 1�� 1 j0 BRACING '% QVeolhTn TOP CHORD o typl 4d sh'IC b 1r1 ibc purii. ® NOTES 1) Unbalanced root IIva loads have been considered for this design. 2 Wind: ASCE 7-OS• 140mph (3-second gust); h=27ft; TCDL=6.0prf; BCDL-6.0psy Category 11; Exp C; enclosed; MWFRS (law -rise); DOL-1.33. WB 2 X 4 SIP No.3 *Except* W9 2 X 6 SYP No.2 SOT CHORV lFigV 4bng directpra4ng. y /� n73)) Lumber DOL-1.33 plate grip Provide adequate drainage to prevent water pondig.1- Pl0NS (Ib/sixe) 14=1070/1-0-0, 8=1112/0-8-0 b !'p„4 Thistrusshas been designed far a 10.0 ps1 bottom chord live Iood nonconeument with any other live loads. 5 Bearingat joinl(s) 14,8 eonaiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer Max Hort 14=103(LC 4) Max Uplift 14--941(LC 5). 8--977(LC 6) ^� � a should verify capacity of bearing surface.• 6) Provide mechanical,connection (by others) of truss to bearing plate capable of withstanding 941 Ib uplift at Joint 14 and FORCES (lb) - First load Case Only TOP CHORD 1-14=-873, 1-2=-1097, 2-3=-2186, 3-15=0, 4-15=-1966, 4-16=0, 5- -4 =-22 5, 6-7• r I 977 Ib uplift at Joint B. LOAD CASES) Standard BOT CHORD 13-14=62, 12-13=1197, 12-17=2618, 11-17=2618, 11-18=2fi18, 10-18=99 �0-1237, 8-9.Q ` 2-13--828, 2-12=795. 3-12=858, 4-12=-728, 4-11=323, 4-V 59�•5-10=8711� -875, 6�.q��0 7 =11B9 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (Plf) WEBS 1-13=1079, '.J a °.° Vert: 1-2=-60, 2-3=-60, 3-5=-60, 5-6= 60, 6-7=-50, 12-14=-20, 10-12=-20, 8-10=-20 ® • `� �� Ae S \v • �e Concentrated Loads (Ib) 10=-173(8) 15 Vert 3=-66(B) 5--66(8) 12--105(B) 11--159(8) 4�-15(B) =-7(8) 16=-7(8) 17=-79(B) 18=-79(8) . 00 0 till Va BNa 2-0-0 1 5-0-0 9-3-0 13-6-0 16 6-0 18-2-0 2-0-0 3-0-0 4-3-0 4-3-0 3-0-0 1-8-0 4x4 — 3x8 - 4x4 — 7.00 FfT 3 4 5 4.00 r1 T 4x4 4x4 1 W2 VJ2 Cj 5x6 5::.2 6 4x5 - W4 1 rn 1 g 7 I I of 6 6 W 12 11 5x8 1 x4 I I 10 5x8 n JX4 i O 14 4.00 12 2x4 2x5 — 2-0-0 5-1-8 9-3--0 13-4-8 16-6-0 18-2-0 2-0-0 3-1-8 4-1-8 4-1-8 3-1-8 1-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H5J SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csI TC 01S Dr1L V% VVR( 1-12 >a66 Ud 380 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be o.w w9 0Aa V.r1(n� -0.2211-12 >973 HoRffnn -0.16 6 /. 240 /a AS2o 246/195 A918H 24c/195 hat -dipped yal Vani Zad steel. 2. Connector plates are applied to both faces of truss at each joint. Where (u.w) w.a( 0.2211-12 >ass 240 LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as '4999bbib, SOUTHERN indicated by circles (o). o. Cutting and fabritatiop shall be accomplished using equipment producing snug Version: IO.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) • fitting ]Dints and fully embedded plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss LOADING (Paf) SPACING z-o-a TOLL 20.0 PlalesIncrease 1.00 COMPANIES member and is not intended as a bracin ppt an for the roof structure or as a plan �ulldi TCDL io.o Lumber Mara— 1.25 BCD 0.0 Rep Stan [norFBC2 HD for the attachment of the roof to the ng. 1o.a cad. Fec2oa7/1P12ooz CAUTION:ecDL 2590 N. Kings Highway Trusse can hee d ngerous nd can cause damage and grsogqal iinju[y if improperly Bracing this drawing�is NOT ERECTION Fort Pierce, F1.34951 handle installe3 and/or raced. shown on BRACING. Refer to the Truss Plate Institute (TPI) publication SCSI 2008 BUILDING "z (772)464-4160 Fax:(772)3I8-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing ' of metal plate cognected wood trusses'. TPI 1s located at: 218 North Lee Street Inngfo@tapinst.org (703) 683-1010. E mail: info@tpinst.org .✓/ Suite 312, Alexandria VA 22314. Telephone: Reed all man=cture's WARNINGS enclosed with drewin ARCE ENGINEERING LUMBER TC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 1 -Ply REAC710NS (lb/size) 5=67/Mechanical, 9-167/0-3-0, 6-99/Mechanical Max Harz 9�750(LC 5) Max Uplift 5_-57(LC 5 , 9--28(LC 3). 6--116(LC 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2--9. 2-3=-6.3-4-13. 4-5-20. 1-9=-28 SOT CHORD 8-9-20, 7-8=8, 6-7-13 WEBS 2-8=6. 1-8=-29. 4-7=-1 ,i . tid1�'scY.H�jdr�les (89 BRACING i V" TOP CHORD S turmi a�dq-nlhG irec0y aF roi'1-4-8 0 L j ns\ a cept end v Is. BOT CHORQZ id•cong direct! or 1 ti oc s• sO� ��Z am 0 d i1eenl delve©°��®e0 1-4-8 1-4-8 4. 1.5x4 II 4x/ NOTES i) Unbalanced roof live loads hove been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf; SCOL-6.Opsf; Category II; Ex C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL-1.33. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4� Provide mechanical connection (by others) of truse to bearing plate capable of withstanding 57 lb uplift at joint 5. 28 lb uplift at joint 9 and 116 lb uplift at joint 6. LOAD CASE(S) Standard 4-4-8 3-0-0 1-2-0 4-4-8 1-2-0 3-2-8 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CONTRACTOR cm TC 0.19 To t. Connector plates are fabricated from 20 gauge ASTM A663/653M Grade A or better Be WB 23 hot -dipped galvanized steel. 1. Connector plates are applied to bath faces of truss at each joint. Where (ua6;=) dimensio s are not shown, plates are symmetrically placed about joint or as LOADING SOUTHERN indicates by circles (a). 3. Cutting ndd fabri ati shall be accomplished using equipment producing snug fitting anP i'My embedded plates. CRITERIA: Al TRUSS pints 4. Unless o herwise noted, compression top chord to be continuously braced by the sheathing. LOADING (psQ roof 5. The permanent structural restraint shown is to prevent buckling of individual truss as a 33 TCLL 0.0 TCDL 10.0 COMPANIES member and is not intended as a bracing plan for the roof structure or plan SCu 0.0 for the attachment of the roof to the building. CAUTION' BCDL 10.0 s Highway 2590 N Kings B Y Trus es an be d ngerous and c n taus damage and erso al injury if improperly Fort Pierce, FL 34951 handed installed and/or braced Bracin shown on this drawing 1s NOT E EC ION (772)464-4160 Fat:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria Vd 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package.; TYPE: J5E DEFL m (I..) I/den L/d PLATES GRIP y -0.oz 7-a >999 y -0.04 7-8 >999 360 240 Ag20 246/195 Narz-0.03 5 /a Wiad(iL) 0.05 7-8 >991 / 2�0 Ag16N 2. lIS DATE: 19 Mar 2010 PI 1-2002 (MATRIX) version: 10.1a SPACING 2-0-0 Plat- Increase 1.00 Lumbar Increase 1.25 Rep Stress Inc, YES Code FSC2007/iP12002 3� ARCE ENGINEERING :,"_k\-\'&a174 s0VcH,' nes QTY. 1 LUMBER TC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WS 2 x 4 SYP Nm3 1 - PlyREACTIONS (lb/siortze) 7-237/0-7-1, 3-98/Mechanical, 4-139/Mechanical Max H7-21 B(LC 5) Max Uplift 7--164(LC 3), 3�-130(LC 5), 4--154(LC 5) Max Grav 7-237(LC 1), 3n98(LC 1 , 4-154(LC 2) FORCES (lb) - First Load Case Only TOP CHORD 1-7=-176, 1-2=-209, 2-8-0. 3-8=15 SOT CHORD 7-9-8. 6-9-13. 6-10=194, 5-10=215, 4-5-27 WEBS 1-6-234. 2-6-10,2-5--208 BRACING ems- - > r Q 1 � •. � TOP CHORD w,RtWSI w� hV�Jll ar�� 0- H'yy��\ except BOT CHORO•� i iCYc6afig direa at:o m :me .7 O 40 fit '1110 2-0 1 2-0-1 1.5x4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: /SCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.Opsf; SCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); and vertical left exposed; Lumber DOL=1.33 plate grip OOL=1.33, 3) This truss has been designed for a 10.0 psf bottom chard live load nonaoncurtent with any other live loads. 4 Bearing at Joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 7, 130 lb uplift at Ialnt 3 and 154 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lood(s) 20 lb down and 32 lb up at 3-6-1, and 20 lb down and 32 lb up at 3-6-1 on top chard, and 50 lb down and 110 lb up at 3-6-1. and 18 lb down and fit lb up at 3-6-1, and 33 lb up at 0-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniforn Loads (plf) Vert 1-2=-60. 2-3-60, 4-7=-20 Concentrated Loads (lb) Verl: 8=64(F=32, 8=32) 10=-W17 -14, B= 50) 6-1-7 4-1-6 4.95 12 2-0-1 6-1-7 2-0-1 4-1-6 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CO 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. z. Connector plates are applied tD bath faces of truss at each joint. Where dimensio s are not shown, plates are symmetrically placed about joint or as indicate by circles (o). 3. Cutting n! fabri at,Dp shall 6e accomplished using equipment producing snug SOUTHERN fitting olnts anrd fully embedded plates. 4, Unless o herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. 5• The permanent structural restraint shown is to prevent buckling of individual truss memberinment fethedroSfatbrthenguplan for the roof structure or as a plan COMPANIES aattachnot or g. CAUTION: S S Y TruS es can b dangerqus and can cause damage and peesonal injury 1f improuerly 2590 N. Kings Highway braced. Bracing shown on this drawng is NOT ERECTION Fort Pierce, F1.34951 hans ed insta�lad andgor BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONEHT SAFETY INFORMATION. Guide to good practice for handling installing of metal plyte connected wood trusses'. TPI is located at: 218 North Lee Street c.,irm 117 Alexandria VA 22314. Telephone: (703) 6B3-1010. E-mail: info@tpinst.org R TYPE: CJ5E cst DEFL le (toe) I/den L/d PLATES GRIP tc am vent(LL) -a.02 5-6 >ese 3sa BC am VeA(rrrr�lmmmmL,� -0.oe 5-6 >999 a 240 AS20 246/195 A518H 246/195 (we Y.).f2 LL' 07 5-6 >999 �d LL) 2400 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a LOADING (psf) SPACING 2-D-O TCLL 0,0 Pules Increase 1.00 TCDL 1o.0 Lumber Incroase 1,25 I BCLL 0.0 Rep Stress Iner NO BCDL 10.0 Code FBC2007/TPI2002 35- ARCE ENGINEERING ,�'` (Vi .-kilo es 8932 QTY. 1 LUMBER BRACING % ^ • n —I -.I A NOTES TC 2 X 4 SYP No.7 TOP CHORD V St�gturpT re�d4fiealh,ll'g direcll�ae ra�-0-0 1 Unbalanced roof live loads hwe been considered for this design. BC 2 X 4 SIP No.3 0 np,Ons\ a• 2; Wind: ASCE 7-05. 140mph (3—second gust); h-27ft; TCDL=6.Ops(; RCDL=6.Opsf; Category II; Fxp C; enclosed; MWFRS (low—rise); 1 — Ply SOT CMORIY Id.c�H•ng directly or 10— ae Lumber DOL=1.33 plate grip DOL=1.33. 3 This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACRONS (lb/size) 1-208/7-0-0. 3-208/7-0-0 . 4 Gable requires continuous bottom chord bearing. Max Harz 1-23(LC 5) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 110 Max Uplift 1 110(LC 3). 3� 110(LC 4) (n lb uplift at joint 3. FORCES (lb) — First Load Case Only LOAD CASE(S) Standard TOP CHORD 1-2=-158. 2-3--145 0 r.� ^ •rl SOT CHORD 1-3-156 m • V 0 VM 6•• o 3-6-0 7-0-0 3-6-0 3-6-0 4.00 12 2x4 3x4 = 2 7-0-0 7-0-0 2x4 3 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csI Tc am °V m (kc) '/de" n/a — n/a L/d BBB BB9 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ec b.48 we 0. 0 V nW�w van(tL) /a — n7 H_(W °'0° ' "/O "/O AS20 24e/195 hot -di pped alvanized steel. z. Connector pates are applied to both faces of truss at each joint. Where ASIBH 246/195 LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (0). 3. Cutting and fabri att1 shall be ac omplished using equipment producing snug fu�Sy pates. version: I0.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting joints anrd embedded 4• Unless otherwise noted, compression tap chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss LOADING tpsf) SPACING 2-0 0 Tcu 2e.0 Plates Inc ease 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TOOL 10.o Lumber lneroaee 1.25 BCU_ o.a Rep Stress lncr YES far the attachment of the roof to the building. BCOL 10.0 cad° FBC2007/TP12002 CAUTION: 2590 N. Kings Highway Trus es Can be dangerous and caan cause damage and uersonnal Injury if imppropperly this drawing is NOT ERECTION Fort Pierce, FI.34951 handed Installed and/or braceA Bracing shown on 'SCSI (772)4644160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing r� r of metal plate connectedd wood trusses'. TPI 1s located at: 218 North Lee Street 683-1010. E-mail: Info@tpinst.org �O Suite 312, Alexandria vA 22314. Telephone: (703) Read all manufacture's WARNINGS enclosed with drawIng package. ARCE ENGINEERING LUMBER TC 2 X 4 SYP No.3 BC 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 - Ply REACTIONS (Ib/sim) 1.192/14-0-0. 3-192/14-0-0. 4-593/14-0-0 Maz Horz 1 _53(LC 5) max Max Grravtt 1=204(LC 7). 33204(LC(8). 4LC = 3(LC 6(LC 3) FORCES (lb) - First Load Case Only ) TOP CHORD 1-2= 10. 2-3-44 BOT CHORD 1-4=18,3-4=18 WEBS 2-4--277 ® o`� as�cklEd es BRACING TOP CHORD v 9ii tyro) 4d athin iractly 9pP 'r• ®-0- o url}}'�(s` she BOT CHORS id(I direct ractq. I] F r � J o� •mm • CV� \ a V � O rg 3 S N •! �0 o e `d M %®®ori �BBB9A8 90@lUY 7-0-0 7-0-0 1 NOTES 1 Unbalanced roof live loads hwe been considered for this design. 2; Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.Opsf; BCDL=6.0psf; Category II; Ex C; enclosed; MWFRS (law -rise): Lumber OOL 1.33 plate grip DOL=1.33. 3 This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 Gable requires continuous bottom chord hearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 1, 128 lb uplift at joint 3 and 276 lb uplift at joint 4. LOAD CASE(S) Standard 4x6 = 2 14-0-0 7-0-0 3x4 G i x4 11 _.. . 14-0-0 14-0-0 AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V14 PLATE: SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl to a.at OErL to (we) Vann DU n/a a/a L/a ssa °/ PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better We o� 1. a.00 -a ��° ^ aszo 246/te5 Astett 246/195 hot -di alvanized steel. a. Connector plgates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about jpint or as Nam) LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1 2002 (MATRIX) SOUTHERN indicated by circles (a). 3. Cutt{ng ndd fabr. iUI shall 6e accomplished using equipment producing snug fitting oints and fully embedded plates. Version: 10.1a TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (Psi) SPACING z-o-o Plates In 1.00 COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing pt an for the roof structure or as a plan Tcli 10.0 Lumber .25 B OL 10.o Lumber Increase 1YES BCDL 0.0 Rod StressFEIC2 for the attachment of the roof to the building. CAUTION' 002 BcoL 10.0 caee Feczo07/rPlzooz 2590 N. Kings Highway Trus4es can be dangerous and can cause damage and grsogal injury if improperly braced. Bracing shown on this Drawing is NOT ERECTION Fort Pierce, F1.34951 handled installetl and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING ) (772)464-4160 Fax:(772)318-0015 r COMPONENT SAFETY INFORMATION. Guide to good Practice for handling installing of metal pldte connected woad trusses'. TPI ps located at: 218 North Lee Street (703) 683 1010. E-mail: info@tpinst.org �� l Suite 312. Alexandria VA 22314. Telephone: Read all manufacture's WARNINGS enclosed with drawln acka e. ARCS ENGINEERING LUMBER BRACING TO 2 X 4 SYP No.3 TOP CHORD SC 2 X 4 SIP No.3 OTHERS 2 X 4 SYP No.3 BOi CHOR�� 1 — Ply REACTIONS (Yb/size) 1-98/21-0-0, 5-98/21—G-0, 8-490/21-0-0, 9-425/21-0 L Max Harz 1--8 LC 6 Max Uplift 1 LC 4 , 5--42(LC 4), 8=-186((LC 3). 9--308(LC 5),'6- Max Gran 1-98(LC 1). 5-98(LC 1). 8-490(LC i), 9-445(LC 7). 6-445(LC FORCES (lb) — First Load Case Only TOP CHORD 1-2=-2, 2-3-9. 3-4-40, 4-5-33 0 SOT CHORD 1-9-15, 8-9=15, 7-8=15, 6-7-15, 5-6-15 0 WEBS 3-8--243, 2-9--84,4-6--337 omes v 4 turat • • gh. lhi g irectly aeP �fe6-0-0 u6fins\� B d ii ng directl o 1 ib. e m. m )� C :mo 6r6N /• • a � � O 08 L BB) 11011 ®00 �� 01 10-6-0 10-6-0 QTY. 1 NOTES 1)) Unbalanced roof live loads have been considered for this design. s) Wind: ASCE 7-05; 140mph (3—sernnd gust); h=27ft; TCDL-6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (Yaw —rise); Lumber DOL=1.33 plate grip DOLm1.33. 3) This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 4 Gable requires continuous bottom chord hearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1, 42 lb uplift at joint 5, 186 lb uplift at joint 8, 308 lb uplift at joint 9 and 308 lb uplift at joint 6. LOAD CASE(S) Standard 5x4 = 3 21-0-0 10-6-0 Sx4 1x4 II 1x4 II 3x4 = 1x4 II PLATE: AUTOMATIC STAMPING SEALII 1. Conne hot-d 2. Conne dimen idi SOUTHERN lc fitti TRUSS UnleS 4. roof roof COMPANIES s. The membe for It 2590 N. Kings Highway Truss Fort Pierce, FI. 34951 handl (772)4644160 Fax:(772)318-0015 COMPC r Df me 21-0-0 21-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `S CS 0.57 tes are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.32. lvanized steel, (ue6.) o.11 tes are applied to bath faces of truss at each joint. Where e not shown, plates are symmetrically placed about joint or as LOADING circles (a). abriCCatti o shall be accomplished using equipment producing snug CRITERIA: Al s ana fuQiy embedded plates. ;ise noted, compression top chord to be continuously braced by the LOADING (psf) 9itructural restraint shown is to prevent buckling of individual truss TCLL 20.0 not intended as a bracing plan for the roof structure or as a plan TI13CLL 10.0 hment of the roof to the building. BCDL 0.0 BCDL 10.0 CAUTION: o erl n daaanrnne and can cause damage and personal injury if- - - MY INFORMATION. Guide to gooa nnected wood trusses'. TPI dria VA 22314. Telephone: i NG org TYPE: V21 DLr�FL(l� In (Ioo) I/den BBe PLATES GRIP vert(iL) n — n7 es9 AS20 246/195 tlorx(TL) D. 5 nn/e AS16H 246/195 GATE: 19 Mar 2010 rer Version: IO.1a SPACING 2-0-0 Plat- in.—,. 1.00 Lumber Iner . 125 Rap Stress Iner YES Cade FBC2007/TP12002 211 ARCE ENGINEERING mes 8932 QTY. LUMBER BRACING 0°• ^ ' ^^ ""�� •' • one TC 2 X 4 SYP No.3 TOP CHORD o ,92ptictylal l�o8.911119 directly ap ' �dr' -0-0 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05- 140mph (3-second gust); h=27ft; TCDL-6.Opsf; SCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); BC 2 X 4 SYP No.3 .e YHirl. A,, ® OTHERS 2 X 4 SYP No.3 BOT CHORR igi Ning direct] rSJ or 1 • �0 oc s 1 _ Py �a (`prQC�n Lumber DOL-1.33 plate grip DOL-1.33. 3) This truss has been designed (or a 10.0 pet bottom chord live load nonconeurrent with any other live loads. truss to bearing capable of withstanding 102 lb uplift at joint 1, 113 lb ' REACTIONS (Ih/size) 1a210/26-8-2, 5�210/26-8-2, 8a417/26-8-2, 9�577/26-•o�.c,` 577�/36- -2� � 4) Provide mechanical connection (by others) of plate uplift at joint 5, 121 lb uplift at joint B. 406 lb uplift at joint 9 and 406 lb uplift at joint 6. Max Ho7 1 a-109((LC 6 Max Uplift 1 a-102(LC 3, 5=-113(LC 4), 8�-121((LC 3), 9=-406(LC 5), C�• (j) a 5) Non Standard bearing condition. Review required. Max Grov 1-210(LC 1). 5-210(LC 1), 8-417(LC 1], 9-588(LC 7). 6=588 ` 0 • LOAD CASE(S) Standard IT.� FORCES (lb) - First Load Case Only ^ • • +! m TOP CHORD 1-2-11. 2-3=8, 3-4-37. 4-5-58 BOT CHORD 1-9-12. 8-9-12. 7-8-12, 6-7-12. 5-6-12 WEBS 3-8-212. 2-9-130, 4-6--425 '.• ) ^�; 4�0 .ae .• N ••, S • 00 l� %%% 13-4-1 26-8-2 13-4-1 13-4-1 4x4 - 3 I 4.00 rTY 1x4 II 1x4 II �j T T1 I I T 5 1 3x4 9 8 7 6 3x4 1 x4 I 1 1 x4 11 3x4 - 1 x4 11 26-8-2 26-8-2 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V26 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl TC 0.58 D- in (1oa) I/den VeAccuu)) n/° Id 999 999 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better ea 0.39 Ire 0•14 verRJ /e - n/a H-Ca.) D.00 B "/° "/° AS OM 248/195 I hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where (u° '1 AS18H 246/195 LOADING DATE: 9 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as S®LDTHERN indicates by circles (a). 3. Cutting and fabricati pp shall 6e accomplished using equipment producing snug Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting .joints and fuQly embedded plates. 4. Unless otherwise noted, compression top chard to be continuously braced by the TRUSS roof sheathing. 5• The permanent structural restraint shown is to prevent buckling of individual truss LOADING (par) SPACING 2-o-D TCLL 30.o Ploteslnerooee 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCOL 10.0 Lumber Increase 1.25 9CLL N Rep Slroes lnor YES for the attachment of the roof to the building. CAUTION: SCDL 10.0 code FBC2007/rP12002 2590 N. Kings Highway Trusses can be dangerous and can cause damage and persogqal Injury if imppro erly Bracing this arawng is NOT EREC�ION Fort Pierce, F1.34951 (772)464-4160 Fax:(772)31R-0015 handled installed and/or braced. shown on BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate cognected wood trusses'. TPI 1s located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683.1010. E-mail: info@tpinst.org , Read all manufacture's WARNINGS enclosed with drawIng package. ARCE ENGINEERING LUMBER TC 2X4SYP No.2 BC 2X4SYP No.2 WB 2 X 4 SYP Na.3 OTHERS 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) (5-430/0-3-14.8-406/0-3-0 Max Harz 6:284(LC 5) Max Uplift 6--199(LC 3). 8--297(LC 5) FORCES (lb) — First Load Cos. Only TOP CHORD 1-6=106, 1-2=104. 2-3= 7, 4-7=-66, 3-7= 66 BOT CHORD 5-6=-210, 4-5=-210 WEBS 2-5-73,2-4=212, 3-8=228. 7-8--180 es (89 BRACING �• `w 0 —�+ °• oa TOP CHORDO 9 r�ttyfUl w6ed sheathin irecuysp - —0 0 ,,cept e v 'cols, c Vca. B0T CHORD, id ng diroc 1 a6 � m ° Cn a. rrr� d 1v ® 5-4-2 5-4-2 NOTES 1) Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf: BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); end vertical left exposed; Lumber 9 OL=7.33 plate grip DOrr L=1.33. 2) This truss has bean designed fora 10.0 psf bottom chord live load nonconcuent with any other live loads. 3) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 297 lb uplift at joint 8. LOAD CASE(S) Standard 11-0-6 5-8-4 4x6 — 3 2.5x4 11 1 x4 11 3x4 = 5-4-2 11-0-6 5-4-2 8 7 I I d- 5-8-4 1 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: MT1A cst atnL ^ (°°) '/d°n 360 PLATES GRIP iC 0.70 VanDUL( ' -0.. 5 >969 J80 eo 0.38 "Zo _.. 4 s >O9e 24o AS20 246/195 we 0se twr:DL -0.0z a /e /e AS16H 246/195 (uowj w�pa(LL� o.ot s >999 240 LOADING DATE: 19 Mar 2010 indicated by circles (D). 7. Cytting and ffabri attlppp shall be ac omplished using equipment producing snug pates. Version: l0.la CRITERIA: ANSI/TPI 1-2002(MATRIX) SOUTHERN fitting {pints andc fully embedded braced by the TRUSS a, unless otherwise noted, compression top chord to be continuously LGaolNc (pen SPACING roof sheathing. s. The permanent structural restraint shown is t0 prevent, buckling of individual truss rcu 2a.o Plalesla.eaee 1.00 Wmber lncrooae 1.25 COMPANIES member and is not intended as a bracing plan for the rof structure or as a plan TCCL 10.0 SCUL 0.0 Rep stress lne YES for the attachment of the roof to the building. BCDL 10.0 Cade FBC2007/TP12002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and can causg damage and ue(•sogqal Injury if improperly is NOT ERECTION Fort Pierce, Ff.34951 handled installed and/or braced. Bracing shown On this drawng BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing // � ` • of metal plato connected wood trusses'. TPI s located at: 218 North Lee Street Suitp 312_ Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: info@tpinst.org l' ARCE ENGINEERING LUMBER TO 2X4SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 — Ply REACTIONS (Ih/size) 7-484/0-8-0, 9-418/0-3-0 Max Horz 7-311(LC 5) Max Uplift 7--273(LC 3), 9--303(LC 5) FORCES (lb) — First Load Case Only TOP CHORD 2-7=127, 1-2=2, 2-3=111. 3-4=-7, 5-8=-69, 4-8--69 BOT CHORD 6-7=-219, 5-6--219 WEBS 3-6-72.3-5-222, 4-9-229, 8-9--178 BRACING ('� TOP CHORD V S{�Ftuifi x�gd'4heathin .1recBymp r14-0-0 0 u11in9� xcept cad 'cal.. M BOT CHORZ gad jfd ing direct] p}t4 or 9 8,oc ¢raFP�g. e �� • a e(� 10 •• 6L� .7,�V �1 0 tp@'p (6�8 %%% o —Q-6,-0 5-8-4 r 0-6-0 5-8-4 NOTES 1) Wind: ASCE 7-05: 140mph (3—second gust); h=27ft; TCDL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); end vertical left exposed; Wmt>er DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 Bearing at joint(s) 9 considers parallel to grain value using ANSI/iP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 7 and 303 lb uplift at joint 9. LOAD CASE(S) Standard 11-4-8 5-8-4 4x6 — 4 3x8 11 1 x4 11 3x4 = 9 8 0 0 I 3 5-8-4 11-4-8 5-8-4 5-8-4 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: MT1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Ta O.fi6 v I^ (°°1 '/daa ZVnI(W -..02 fi >999 Ud PLATES GRIP 360 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Inc °aaz �ecnn> -0:o �e > � 24. AS20 246/195 2% tisletl 246/195 s4o hot -di ped galvanized steel. Z. Connector plates are applied to both faces of truss at each joint. Where (uet6) wnd(LL 0.03 fi >eee DATE: 19 Mar 2010- dimensions are not shown plates are symmetrically placed about joint or as LOADING SOUTHERN indicated by circles (0): 3. Cptttng nQ fabri4ativo shall be accomplished using equipment producing snug fitting afoints anrd fully embedded plates. CRITERIA: ANSI/TPI 1 2002 (MATRIX) Version: IO.la TRUSS a. Unless atherwise noted, compression top chard to be continuously braced by the sheathing. LOADING (per) SPACING 2—G-0 roof s. The permanent structural restraint shown is to prevent buckling of individual truss a TCUL 100 LuberIncea a 1.25 COMPANIES member and is not intended as a bracing plan for the roof structure or as plan BCLL 0:0 Rep Stress lncr YES for the attachment of the roof to the building. CAUTION: SCOL 10.0 Cede FBC2007/1PI2002 2590 N. Kings Highway B 8 aY Trusses can be dangerous and can cause damage and Versgal Injury if imppro erly his NOT ERECgION Fort Pierce, F1. 34951 handled installeG and/or braces. Bracing shown on rawing is BRACING. Refer to the Truss Plate institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing of metal plate copnectedd wood trusses'. TPI is located at: 21B North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING �`� N a` ,1�'6wes 8932 QTY. 3 LUMBER TC 2 X 4 SYP No.2 BRACING 0® Q --J •'. ' a TOP CHORD S c ty�El d heathin frea8y 8pp' 's-0-0 NOTES 1) Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category It: Exp C; enclosed; MWFRS (low—rise); DOL-1.33. SC 2 X 4 SYP No.2 WB 2 X 4 SIP No.3 •Except• W7 2 X 4 SYP No.2 ® purlyy'��\ except e v SOT CHORLL, 17 cEipng diroc icals. ® Oac uqa • w` end vertical left exposed; Lumber DOL=1.33 plate grip 2) This truss has been designed far a 10.0 psf hottam chard live load nonconcurrent with any other live loads. to value using ANSI/TPI 1 angle to grain formula. Building designer should OTHERS 2 X 4 SYP No.3 ., • �a •� 3) Bearing at joints) 11 considers parallel grain of bearing surface. 7 — Ply REACTIONS (lb/size) 9-484/0-8-0. 11-418/0-3-0 m verify capacity 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 9 and 303 Max Harz 9-311(LC 5) Max Uplift 9--273(LC 3), 11=-3axl-C 5) • " lb uplift at Joint 11. _ S,; 0 ` _ !�T • • I , LOAD CASE(5) Standard FORCES (lb) — First Load Case Only/� TOP CHORD 2-9=f07, 1-2=2, 2-3=122, 3-4=132, 4-5=-6, fi-10=-122, 5-70=-12•o �� \ o� 0 SOT CHORD 8-9=-250, 7-8-16. 3-7-61. 6-7--213 WEBS 4-6=262, 5-11-175, 10-11--107 • l:r0 •J •.0 77 O®® y� � c w\• `��® V N`i, -Q-6,-0 2-9-8 7-8-0 _ 11-4-8 0-6-0 2-9-8 4-10-8 3-8-8 30 — 5 3x8 11 1.5x4 II 2-9-8 11-4-8 2-9-8 8-7-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: MT2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cst 1C 0,65 DEIL "(°°) '/"° Venn((LL�� -0.tfi 6-7 M. Ud 36o PLATES GRIP i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ec 0.47 wa 0.17 vm(1L) -4.4v 6-7 127.1 Mors(TL) 0.05 11 n/° 240 /° 140 AS20 246/195 AS7gN 246/195 hot -di ped ggalvans zed steel. 2. Connector pates are applied to both faces of truss at each joint. Where (11a6 •) wne 027 6-7 >4v1 LOADING DATE: 19 Mar 2010 dimensions are not shown plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o): 3. Cutting anq fabrlpiqn shall be accomplished using equipment producing snug fitting Iy embedded Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) olnts an u plates. a. Unless I herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss Lawlwc PACING z-o-o TOLL 20.o Plates Increase 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the hurl ding. TcoL to.o Lumberl,crease 1.25 BCDL 0.0 Rep SYree YES CAUTION' F8C2 ecoL 10.o coda FBc2oo7/1Pzao2 2590 N. Kings Highway Trusses can be dangerous dnd can caul damage and ersopql injury if im r0 erly installeU braced. Brac�ng shown on Ihis Drawing is NOT E�EC�10H Fort Pierce, Fl. 3495 1 handled and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice far handling installing ps located 218 North Lee Street L (, Z of metal plate connected wood trusses'. TPI at: Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010: Email: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawin acka e. ARCE ENGINEERING LUMBER TC 2 X 4 SIP No.2 SC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) 9-285/0-3-0, 10-285/0-2-12 Max Harz 10-169(LC 3 Max Uplift 9a-224(LC 3 , 10--113(LC 3) FORCES (Ib) — First Load Case Only TOP CHORD 1-2--23,2-3=26,4-7=-31,3-7=237, 6-8=7,1-8=97 BOT CHORD 5-6=-54,4-5=-54 WEBS 2-5-109, 3-9--56, 7-9--83, 1-10--53, 8-10--86 PLATE: AUTOMATIC ST, SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 ,o`'(� Ffidt es (8932) QTY. 4 ((''�� -�11 --,a NOTES TOPCCHORD vING09i�tluw1 4�d3hjWnncilym,P r�6-0-0 1) Wind: ASCE 7-05: 140mph (3—second gust); h=27ft; TCDL=6Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRs (low —rice); �yrTin3, excepls. A° Lumber DOL=1.33 plate grip OOL=1.33. 80T CHOft(� 3' n , d p,Ctlr 1 '9 oc 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3; Bearing al Joint(s) 9. 10 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearingq eurfaae.4jjProvide mechanical connection (hy others) of tress to bearing plate at Joint(s) 10. 5)Provide mechanical connection by others) of truss to bearing plate capable of withstanding 224 Ib uplift at joint 9 and 113 eT a lb uplift at joint 10. o •'f LOAD CASE(S) Standard s$'"a �1 • d M ®®®m �g'till BE10 4-0-0 8-0-0 4-0-0 4-0-0 4.00 12 3x7 = 3 6 5 4 1.5x4 11 1 x4 I I 2.5x6 I I -4-0-0 8-0-0 4-0-0 4-0-0 WING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (a). 3. Cytting anj fabri att1pp shall pe ac omplished using equipment producing snug fitting joints andr f011y embedded pates. 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. 5. The permanent structural restraint shown ppis to prevent buckling of individual truss member aattachnot intendf thedras atbracino thebulldingor the roof structure or as a plan CAUTION: Trusses an be dangerous and can caus� damage and personal injury if improuerly handled �nstalled and/or braced. Brach? shown an his draw ng is NOT ERECTION rnMPI11N1GNTRefer SAFFTYO the Truss TNFnRMATTnNPI Insti aood oracti cebfora handling5installin9L0ING W R TYPE: MT1 B cs1 DER In 0..) I/dab 5 >966 L/d 360 PLATES GRIP TC 0.Y0 BC 0.42 wa 0.05 vartW -0.06 vart _a Is 5-6 >607 Hors -.a.,.B V. 240 /a �20 246/105 ASIBM 246/195 (matrix) Wind LL 0.15 5-6 >6W 240 LOADING DATE: 19 Mar 2010 Version: l0.1z CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (paf) SPACING 2-0-0 TCLL 20.0 Plates tn.—So 1.00 TCDL 1a.0 lumbar lncreaea 125 BCU- 0.0 Rep Stress Inar YES BCOL 10.0 Code FBC2007/rPt2002 1+3 ARCE ENGINEERING ,d``$ ,Ff' es 8932 Qom' 1 LUMBER BRACING %% ' (� . J '' e ,(° TC 2 X 6 SYP No.2 TOP CHORD V Sltus<ll vtdad Itleattl� direc83 aP-9-6 NOTES truss to he connected together with tOd (0.131'x3' nails os follows: 1) 2—ply 9 Top chords connected as follows: 2 X 4 — 1 row at 0-9-0 oe, 2 X fi — 2 rows of 0-7-0 ac. BC 2 X fi SYP M 26 *Except* 81 2 X 6 SYP No.2 0 eeyy,, ujfnN cep! end v icals. a° W6 2 X 4 SYP No.2, W5 2 X 4 SYP No.2, INS 2 X 4 SYP No.2 SOT CHORD' 9i`Ig16 c&g directly �li or 1 -•0 oc Bottom chords connected as follows: 2 X 6 — 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 — 1 row at 0-9-0 oe. CASE(S) WB 2 X 4 SYP No.3 +Except+ W5 2 X 4 SYP No.2 C�rgEiOg. . .o 1q Porl]o 1 1 P WEBS t dp 2) All loads are considered equally applied to all plies, except If noted as front (F) or hack (B) face in the LOAD have been to distribute only loads noted as (F) or (B), unless otherwise indicated. 2 — Ply ^ • REACTIONS (Ib/size) 17-7503/0-6-0, 9=6546/Alechanical e section. Ply to ply connections provided 3) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL-6.0psf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); Max Uplift 17--5060(LC 3), 9--2336(LC 3) ® Lumber DOL-1.33 plate grip DOL-1.33. drainage to water pending. r� 45. 4�7$�gZ, FORCES (lb) — First Load Case Only • TOP CHORD 1-17=3143, 1-18=1443, 2-18=1443, 2-19=1969, 19-20=1969, 3-20=19 — 5, 1-2 =4645, —2 —'°2293, 7-28=229 28=2294T.' 373 4) Provide adequate prevent 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6 All totes are AS20 late. unless otherwise indicated. p P of withstanding 3060 It, uplift at joint 17 and t:It, 5-23=3715, 5-24=3715. 6-24=3715, 6-25=2293, 25-26=2293, 7-26=229 6.02-30=0, 30 11-3^='9, 19� 32-33-0. ,. connection (by others) of truss to bearing plate capable 7 2336 SOT CHORD 17-29-0, 16-29=-69, 15-16--1188, 14-15=-4193, 13-14=-4193, 12-1 O , 10-33-0.10-34�0, 34-35=0, 9-35-0 ,J toot joint WEBS i-16=-3117, 2-16-2686, 2-15=-2193, 3-15-3147, 3-14--828, 3-13--6 4-14 id197, 4— 2=1535d,�S�1�74'—j:,--362, 7—t0-785, 8-10=-2976 do ° 3 S \ ® LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase-1.00 fi-10-1896, �® ®A ° • • ° ' o �p oyg �1 Uniform Loads (plf) VerL• 1 I.Liio, 16-17--20, 15-16--20, 13-15--248(F--228), 12-13--20, 9-12--20 Q0 J Concentrated Loads (Ib Vert 15--470�8) 13-470(B) 18--662 F--346, 8=-317) 19=-675(F=-358, B=-3(17) 20--675(F=-358, B--317) 21--675(F--358, BB B Q Q 9 Q ®Q0 B fi�J02) 302) 29=470(B) 30 �457(B) 31?(457(B) 32=-457(03 26= 527)(F==� 225?B(F 302)527 527(F 225, B 2858-527(F=02�48� Q� 33=-457(B) 34--457(B) 35--457(5) J 1-10-8 5-8-0 9-5-8 13-7-7 17-7-9 1 21-9-8 1-10-8 3-9-8 3-9-8 4-1-15 4-0-3 4-1-15 6x6 = 4x5 - 4x8 - 3x9 - 4x6 - 3x4 - 1) 3 4 5 6 2x4 11 5x6 — 7 8 2x8 11 8x8 ��0 12 7x8 � 3x4 - 5x9 — tx0 11 5x10 AS18H 1-10-8 —7— 5-8-0 8-8-8 13-7-7 17-7-9 21-9-8 1-10-8 0-9-0 3-0-8 3-0-8 0-9-0 4-1-15 4-0-3 4-1-15 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hat-d1uped galvanized steel. 1. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (Do). cc using equipment producing snug 3, ftLCing TRUSS jointsbanaafuQlysembeddedaplates�shed 4. Unless otherwise noted, compression top chord to be continuously braced by the sheathing. COMPANIES roof s. The permanent structural restraint shown is to prevent buckling of individual truss and is not intended as a bracing plan for the roof structure or as a plan TN to the building. 2590 N. Kings Highway 8 Bh Y Fort Pierce, Fl. 34951 for the attachment of the roof n cause CAUTION Trusses can be dangerous and can cause damage and persGnal injury if imprGperly handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION Plate Institute (TPI) publication 'SCSI 200E BUILDING 772 64-0160 Fax: 772 318-0015 • BRACING. Refer to the Truss COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing of metal pldte connected wood trusses'. TPI is located at: 218 North Lee Street 312. Alexandria VA 22314. Telephone: (703) 683-1010, E-mail: info@tpinst.org Suite Read all manufacture's WARNINGS enclosed with drawln a 12ack e• 0 0 R TYPE: FGT1-2 PI est oFfl(( m (we) 11 t/a PLATES GRIP So To 0 0.58 wB 0.86 )) Vert(1L) �lea((77LL)) —0.3413-14 >769 0.12 9 /a 240 /e AS20 248/195 AS1 BH 246/195 (Y°bi,) wind(LL) 0.1613-14 >999 240 LOADING DATE: 19 Mar 2010 Version: 10,1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (Psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.G0 TCDL 10.0 Lumber Inereaee 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FEC2007/1PI2002 4q ARCE ENGINEERING cv`it6Mes (8932) _ Q LUMBER - _-- TC 2 X 6 SYP No.2 SC 2 X 8 SYP No.2 BRACING 0�_/� O 1 •. •o-y TOP CHORD 0 ��t�1/ctq; w�d eheothin irecUy op r 0-0 �pyNjrLs, except e d v 'cols. d NOTES 1) 2-ply truss to be connected together with lod (0.131'x3) nails as (allows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 a, 2 X fi - 2 rows at 0-9-0 oc. WB 2 X 4 SYP No.3 2 - PI SOT CHOIRt�. �J�tltgidd c6Ol ng direr °• rdci/�. -Go* a' Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. CASE(S) REACTIONS (ID/size) 6-2303/0-6-0, 4=2339/1-3-8 Max Uplift 6 S56(LC 3),4 --556(LC 3) �+ m 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-0 140mph (3-second gust); h-27ft; TCDL-6.Opsf; BCDL-6.Opsh Category II; Exp C; enclosed; MWFRS (low-rise); FORCES (lb) - First Load Case Only TOP CHORD 1-6=557, 1-7=368, 7-8=368, 2-8=368, 2-9=368, 9-10=368, 3-10=36 0 rT. Lumber DOL-1.33 plate grip DOL-1.33. 4) Provide adequate drainage to prevent water ponding. , 5) This truss has been designed faro 10.0 psf bottom chord live load nonconcurrent with any other live loads. BOT CHORD 6-11=0, 11-12=0, 5-12=0, 5-13-0, 13-14-0. 4-14=0 WEBS 1-5--438, 2-5=652, 3-5--438 ` �° �� ° 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint 6 and 556 e r, ^ e° Ib uplift at joint 4. ! n' :: O a Bed S LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase=1.00 Uniform Loads (plf) ® w �� / • ° ° • • ° • ,v _ t Cancent Loads (Ib) 4-6--20 �%®4 ¢ 1 V % ed Vert: 5--470(F) 2--317(F) 7--317(F) 8=-317(F) 9--317(F� 10--317(F) 11--470(F) 12--470(F) 13--476(F) 14--470(F) if 4-612 9-1-8 4-6-12 4-6-12 4x4 = 2x4 II 4x4 = 2x4 11 3x8 = 2x4 11 4-6-12 4-6-12 9-1-8 4-6-12 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: FGT2-2P1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: C9 TC 0.37 oE71 "(°°1 1/d°fl t/d Ver -o.02 5-6 >lie6 3. PLATES GRIP t. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better 8C 0.15 mr, -o.03 5-6 >Geo 240 M 0.00 4 n/a n/c _20 246/195 hot -dipped alvanized steel. 2. Connector are applied to bath faces of truss at each joint. Where we 0.20 (uabix) H-( wne(u� 0.01 5 >ties 240 A51BH 246/195 LOADING '- DATE: 19 Mar 2010 plates dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. CQtting nd fabrl ati shall 6e ac om lished using equipment producing snug flttln9oto tuQly Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) s andr embedded platpes. a. Unless o herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. LOADING (par) SPACING 2-0-0 s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0 Plates Increase 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 Lumberincreaee 1.25 0.0 Rep stresslncr No for the attachment of the roof to the building. BctL BCDL 10.0 Code FBC2D07/iP12o02 CAUTION' 2590 N. Kings Highway Trusse an be d ngerous and c n taus damage and oerso al Injury if im ro erly �nstalle� is NOT EP1ECpfION Fort Pierce, F1.34951 handle and/or brace. Brace{ng shown an this raw ng BRACING. Refer to the Truss Plate Institute (TPI) 'BCSI 2008 BUILDING (772)4644160 Fax:(772)318-0015 publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing j 1 ° of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street - [ ;{ Suite 312, Alexandria VA 22314._Telephone: (703) 6B3-1010._ E-mail:_info@tpinst.org ARCE ENGINEERING to�',�I.PiNal�s�x�-Homes (i QTY. 1 LUMBER TC 2 X 4 SYP No.3 BC 2 X 4 SYP No.3 1 — Ply REACTIONS (Ib/size) 1-44/2-0-0.2-33/2-0-0.3-11/2-0-0 Max Hors 1-26(LC 3) Max Uplift 1--22(LC 3), 2--37(LC 3) Max Gray 1-44(LC 1), 2-33(LC 1), 3-22(LC 2) FORCES (lb) — First Load Case Only TOP CHORD 1-2=-7 BOT CHORD 1-3=0 BRACING v ` \ (�1 ' • 'y TOP CHORD v turdl v(Dp heath n directfyoap-0- o B0T CHOR�rg'dn ""'g direct] or 1 �� B v C cc V I\P, era NOTES 1) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low —rive); Lumber DOL-1.33 plate grip DOL-1.33. 2 This truss has bean designed for a 10.0 psf bottom chord live load nonconeument with any other live foods. 3 Gable requires continuous bottom chord bearing. 4 Bearing at joint(.) 2 considers parallel to grain value using ANSI/TPI 7 angle to grain fortnulo. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 37 Ib uplift at joint 2. LOAD CASE(S) Standard 2-0-0 4.00 12 2-0-0 2-0-0 2x4 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as cSI DO e:o2 ry�•oo(� .�ww in (I-) v nflLl n%a — a-0° 2 '/d �e n/e "/° TYPE: MV2A La PLATES GRIP Bee As2o 248/10s "/" As1eH 24s/1.s LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. Cptting ndd ffabri att1 shall be ac om lished using equipment producing snug fittingolnts andr fupSy embedded p�atpes. CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: IO.la 4. Unless o herwise noted, compression top chord to be continuously braced by the LOADING (pat) SPACING TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss Tcu Plates lnereaae Wmber lne eaae 1.25 1.25 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan 10.0 TCDL 10.o for the attachment of the roof to the building. BCDL to:o Cod.s�FBC2007/TP120002 CAUTION: 2590 N. Kings Highway B B Y Trusses can be dangerous and can cause damage and Uersogal injury if impprGUperl , Fort Pierce, Fl. 34951 handled installed and/or braced. Bracing shown on this drawing is NOT ERECTIOV BRACING. Refer to the Truss Plate Ihstitute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to connected wood trusses'. TPI 1s located at: 21B North Lee Street aA1 683-1010. E-mail: info@tpinst.org Suite 312, xandria VA 22314. Telephone: (103) Read all manufacture's WARNINGS enclosed with drawling_ package. ARCE ENGINEERING N alasc h es 8932 Q LUMBER °ti°° BRACING 00 Q ,� ••. TOP CHORD O S'�ry�tyftJd sheathin irec8y 4p rrb-0-0 NOTES 1) Wind: ASCE 7-05; 140mph (3—second gust); h=27H; TCOL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); TC 2 % 4 SYP No.3 BC 2 X 4 SYP No.3 YIB 2 X 4 SYP No.3 purl' s, except a 80T CHORB. yf g diroc 'cols. —0 o d Lumber DOL=1.33 plate grip DOL-1.33. 2 This Wss has been designed for a 10.0 psf bottom chard live load nonconcumont with any other live loads. Gable continuous bottom chord bearing. 1 _ P h' w racier- n r _ ! °' 3 roquir.. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 It, uplift at joint 1 and 82 RFACf10N5 (ib/size) 1=118/4-0-0, 3=118/4-0-0 Max Harz 1=70(LC 3) ^ w Ih uplift at Joint 3. Max Uplift 1--58(LC 3). 3--82(LC 3) O� "I v ' LOAD CASE(S) Standard FORCES (lb) — First Load Case Only m Z TOP CHORD 1-2=-19, 2-3=56 SOT CHORD 1-3=0 0 ° r 6�4 �o • �� 7 0 Vu+ee°��®0� 4-0-0 1.5x4 II 2 2x4 _ 1.5x4 II 4-0-0 4-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diDped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensiD s are not shown, plates are symmetrically placed about joint or as SOUTHERN indicate by circles (o). 3. Cptting qnd fabrfcativn shall be accomplished using equipment producing snug fully fitting ]Dints and embedded plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss COMPANIES member and is not intended as a bracing plan far the roof structure or as a plan for the attachment of the roof to the building. CAUTION: 2590 N. Kings Highway S 8 y Trusses tan be dangerous and caan causee damage and pperso al injury if imppro erly �rawing is NOT ERECg)ON Fort Pierce, FI.34951 handled installed and/or bracetl Bracing shown an this BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING 772 464-4160 Fax: 772 318-0015 ( ) ( ) rnmPnNFNT SAFFTY TNFnRRATTnN_ Guide to Good Dractice for handling installing TYPE: MV4A CSI BC 0.15 w9 0.00 New.) Drtt( 7 In (we) vad(1L) n/a — H_(W 0. Vden nIa n/e 9se 999 n/a PLATES GRIP AS20 248/195 AS BH 246/195 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plata Increase 1 TCOL 10.0 12 BCLL 00 BCDL 10.0 Rmro , YES Code F13C2007/TP12002 47 a VA 22314. Telephone: (703) 683-1010, E-mall:_1nfoRtpinst.org with ARCE ENGINEERING°�1�;; kt es 8932 Q LUMBER ((''�� J • • r i, NOTES TC 2 % 4 SYP No.3 TTOPCCHORD ��hetural•i�Ph eathin directly tip ,orr6-0-0 1) Wind: AS 7-05; 140mph (3—second gust); h=27ft; TCOL=6.Opsf; BCDL=6.Ops(; Category II; Exp C; enclosed; MWFRS (low—rise); BC 2 X 4 SYP No.3 a bburi�ne� except a teals. Lumber DOL-1.33 plate grip DOL=1.33. YIB 2 % 4 SYP No.3 BOT CHOR� ^TiigjQ 4pJng diroc y p r 1 �Q oc, e. 2) This Wss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other lava loods. — b ++Y . 7t .0 3)) Gable requires continuous bottom chord bearing. 1 P w r� c�q. n m 4 Provide mechanical connection (by otham).of tnlss to bearing plate capable of withstanding 98 lb uplift at joint 1 and 137 REACTIONS (Ib/size) 1-198/6-0-0.3-198/6-0-0 ! m+ Max Horz 1 _718(LC 3)) " lb uplift at joint 3. Max Uplift 1 a-90(LC 3), 3--131(LC 3) 1 a e _. LOAD CASE(S) Standard FORCES (Ib) — First Load Case Only 0 ` • • `I I T77m ~ TOP CHORD 1-2=-32. 2-3=94 f� ft SOT CHORD 1-3-0 •, �� ^ •_A� d • !, '®A'°c a • 3 S C1 • �jo e 0 PLATE: AUTOMATIC ST SOUTHERN TRUSS COMPANIES 2590 N. Icings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 2x4 6-0-0 6-0-0 6-0-0 6-0-0 PING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTH A6531653M Grade A or better hot -di ped galvanized steel. 2. Connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (a). 3. Cutting anj fabripr iqn shall bde acCcomDvlished using equipment producing snug fitting 10 nts an u Iy embed ed plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing9 plan far the roof structure or as a plan for the attachment of the roof to the bul7ding. causg damage and personinjury njury if impropperly Bracing shown on this drawng is NOT ERECTION Institute (TPI) publication 'BCSI 2008 BUILDING de to good practice for handling installing ss- TPI ps located at: 218 North Lee Street a eahone: (103) 683-1010. E-mail: info@tpinst.org 1.5x4 II 2 1.5x4 II CONTRACTOR cv 1C 0.62 BO 0.41 we 0.00 (Netri+) LOADING TYPE: MV6A OfFL fa oea) I/den t/d PLATES GRIP 999 VaM(d ,t(7 n/a 999 AS20 246/105 H• OQ 0.00, n/c n/a ASISH 246/19S -DATE: 19 Mar 2010 dean ,�ATar�, Version: 10.1a LOADING fPsf) SPACING 2-0-0 TCLL 3o.0 Plates Increase 1.00 TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Slross Incr YES BCDL 10.0 Code FBC2007/IPI2002 ARCE ENGINEERING ,o`` l . Ft�c3 es 8932 QTY. LUMBER BRACING i •' • • y P NOTES P ( gust):, h�27ft; TCDL=6.0 sf; BCOL=6.0 sf; Category II; Exp C; enclosed; MWFRS (low—rise); TC 2 X 4 SYP No.3 TOP CHORD 4d StrMturpl w�d� .. n i-11; aP 'Sq�-0—O 1 Wind: ASCE 7-05. 140m h 3—secondp P 9 �Y BC 2 X 4 SYP No.3 ® u[fink except end v icals. s' Lumber OOL=1.33 plate grip DOL=1.33. WB 2 X 4 SYP No.3 SOT CHORf�id'Ag direcU �li or 1 �0, oc 2) This truss has been designed fora 10.0 psf bottom chord live load nonrnnaurtent with any other live Toads. h' ` ieQ. 33 Gable requires continuous bottom chord bearing. REACTIONS (Ib/size) 1-188/8-0-0. 3� 159/8-0-0, 5-593/8-0-0, 4--54/8-0— , : — 4 Bearing at joint(s) 3 considers parallel to groin value using AN51/TPI 1 angle to grain formula. Building designer should Mox Hors 1�169(LC 3)) verify capacity of bearing surface. Max Uplift 1a-74(LC 3), J=-159(LC 1) 5=-408(LC 3), 4=-108(LC 2) e (fj a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at Joint 1, 159 lb Max Croy 1-188(LC 1). 3-178(LC 3), 5-593(LC 1) ` e upliftat Joint 3, 408 lb uplift at Joint 5 and 108 Ito uplift at joint 4. FORCES (Ib) — First Load Case Only 0 . • r / a LOAD CASE(S) Standard TOP CHORD 1-2=-61,2-3-32.2-5=282 'Q • ^ SOT CHORD 1-s=D, a—s=o a •'o r.6� ice,'°•° 7 A •°• /> �p eW "'fin VNu %% a-0-0 8-0-0 i F)Y4 II 8-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better . hot -di ped alvanized steel. * Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint.or as '199abh'- ipnditcated dbdy circles t (o). bb SOUTHERN fitting lointsbartai Sysembeddedaplates�shed using equipment producing snug TRUSS C. Unlesof sheaterwlyse noted. compression top chord to be continuously braced by the COMPANIES s• The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Highway Trusses can be dangerous and can -cause damage and tersooal injury if improperly Fort Pierce, Fl. 34951 handled installed and/or braced. Bracing shown on his raw ng is NOT ERECTION (772)164-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing • of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawingacka e. TYPE: NN8A cs 00C) 1/d" PLATES GRIP 0.78 BC 0.50 VC((LL)) / VertM n/a — n/e n/° see so9 AS20 "246/195 we 0.00 Horz(1L) -0. J n/a n/a AS1BH 246/195 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a LOADING (Psf) SPACING 2-1-0 TCLL 20.0 Plates Inereaee 1.00 TCDL 10.0 Lumtrer Inerease I.25 BCLL 0.0 Rep Stress Incr YES 8CDL 10.0 Code FEC2007/TPI2002 Lf9 ARCE ENGINEERING 09 es .3 LUMBER BRACING ,v r (� 1 j • • y `'° TOP CHORD o Si�clufal i�o sheathin directlygp oV6-0-0 NOTES 1) Wind: ASCE 7-05: 14omph (3-second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise); TC 2 X 4 SYP Na.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 'e puri'ns�, except an BOT CHOftZ9id �ing dime p 'cols, a r �0 o aA Lumber DOL=1.33 plate grip DOL=1.33. 2 This truss has bean designed or 10.0 psi bottom chord live load noncancurtent with any other live loads. 8 to using ANSI/TPI 1 angle to grain formula. Building designer should OTHERS 2 X 4 SYP No.3 1 - Ply w ne • 33 Bearing of joint(s) considers parallel grain value verify capacity of bearing outface. 4) Provide mechanical connection by others) of truss to bearing plate at joint(s) 8. 142 lb uplift at joint 6 and 291 REACTIONS (lb/size) fi=349/0-8-0, 8m376/0-2-12 fyr ° (i) �• 5 Provide mechanical connection (6y others) of truss to bearing plate capable of withstanding Max Hors 6-216(LC 3) Max Uplift 6--142(LC 3), 8=-291(LC 3) ` m O ` lb uplift at Joint B. /�. ^ • ' r / q LOAD CASE(S) Standard FORCES (lb) - First Load Case Only TOP CHORD 1-2=67, 2-3=-50, 3-4=-0, 5-8=-58, 7-8-111. 3-7=111. 1-6-98 0 'Q o a BOT CHORD 5-6--163 .0 C:b WEBS 2-5-210 1O SBA, /• � 3�,/�p•�.. V I V ` �® BBaI% 4-7-12 9-0-0 9-3-12 4-7-12 4-4-4 0-3-12 1.5x4 II 4 `, 2x6 II 5x4 = 4-7-12 .9-3-12 4-7-12 4-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). 3. CCptting andd fabri att.up sha11 be accomplished using equipment producing snug SOUTHERN fitting oints anrd fully embedded plates. TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES 6- The permanent structural restraint shown is to prevent buckling of individual truss ferbereaattechnot intendof edri atbracino theguplan f r the roof structure or as a plan 2590 N. Kings Highway Trus es can be d ngerous and c n caus damage and persoqal Injury Fort Pierce, F1.34951 handed installead and/or bracead .Brac�ng shown on this drawing is (772)464-4160 Fax:(772)318-0015 BRACING . Refer to the Truss Plate Institute (TPI) publication 'BCS COMPONENT SAFETY INFORMATION. Guide to good practice for handling of'metal wo plate cognec% ad trusses'. TPI is located at: 218Nor Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: Read all manufacture's WARNINGS enclosed with dram 7 3x4 = 3x4 8 I R TYPE: MT3 rsl o[Ft In (I-) I/d.0 Vd PLATES GRIP TO a.84 Be 0.34 VeA((LL)) _. 5-8 Varl(1L) -014 5-6 >BBB >435 360 24 AS20 248/195 we 0.13 (Yatdx) Norsrs((11LL)) -0.01 a NLrd(LL) -0.02 5-6 >BGB 240 A518N 246/195 LOADING DATE: 19 Mar 2010 Version: l0.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plot_ Inerease 1.00 TCDL 10.0 Lumbar lncrea'. 1,25 BCLL 0.0 Rap Stress Iner YES BCOL 10.0 Coda FBC2007/rP12002 ARCE ENGINEERING ,� ` r` �( �s H'ornes 8932 QTY. 1 LUMBER q% ('� 1 �' r NOTES TOPCCHORD 0 5(Dacturdl wood-4V=I's,� �dwr�-0-0 1) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDLm6.Opsf; BCDL=6.Opsf; Category II; Ex C; enclosed; MWFRS (low-rise); TC 2 X 4 SYP No.2 q Art `F SC 2 X 4 SYP Na.2 ® +�, einls\ xcepd Lumber DOL=1.33 plate grip DOL=1.33. WB 2 X 4 SYP No.3 SOT CHOR� �igl� ng dirce® 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OTHERS 2 X 4 SYP No.3"'33 Roaringatjoint(.)8considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should 1 - PI r_•!verify capacity of bearing surface.REACTIONS (Ib/.Ize) 6=349/0-8-0, 8=355/0-2-12 4) Provide mechanical connection (by others) of trussto bearing plate at joints) 8. Max Harz 6=211(LC 3) (n5Provide mechanical connection byothers) of truss to bearing plate capable of withstanding 145 Ib uplift at jolnl 6 and 276 Max Uplift 6--145(LC 5), 8--276(LC 3)Ib uplift at Joint 8. FORCES (lb) - First Load Case OnlyLOAD CASES) Standard TOP CHORD 1-2-74, 2-3=-42. 3-4--0. 5-8=-57, 7-8=88, 3-7=88, 1-6-101 a® BOTCHORD 5-6=-163 •. : • ?�0 WEBS 2-5-209 rr:: )b c)�C ®d e•• .7 l.•��eq O e�si�d� e� I Vale 4-7-1 9-0-0 973-12 4-7-12 4-4-4 0-3-12 1.5x4 II 3 4 7 3x4 = 3x4 - 8 2x6 II 5x4 = 4-7-12 9-3-1: 4-7-12 4-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: HH9A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: m 1C In 0.1 I'd., Ud 3sa PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be o.0 venpLl 0.01 s-6 >435 /e n4. /a i4o Aszo 248/195 AS18H 246/195 hot -di ped galVani zed steel. a. Connector plates are applied.ta both faces of truss at each ,joint. Where (we w (ue6.) 0.01 6 waelW -0.02 s-. >uee LOADING DATE: 19 Mar 2010 dimensiogs are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. CI1tttt'ng qnd fabritatiu shall be.acgm lished using equipment producing snug fully Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting ]aints an embedded platees, a. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s• The permanent structural restraint shown is to prevent buckling of individual truss LOADING (pet) SPACING 2-0-0 TOLL 20.0 PlatesIncreaae 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan 0u11d1ng. TCDL 10.0 Lumber lncreaee 1.25 RepStressFeeioa7/1Plzaoz for the attachment of the roof to the eCLL 10:o CAUTION: 2590 N. Kings Highway 6 B y Trusses an b daangerous and can cause damage and perso al injury if impronperl �nsta�led 0rawing is NOT ERECT10 Fort Pierce, F1.34951 handled and/or braced. Bracing shown on this BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4I60 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing ps of metal plate connected wood trusses'. TPI located at: 218 North Lee Street E-mail: info@tpinst.org ' suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING LUMBER TC 2X4SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 •Except- W4 2 X 4 SYP No.2 1 - Ply REACTIONS (Ib/size) 5-957/Mechanical, 7-489/0-8-0 Max Harz 7-163(LC 3) Max Uplift 5--759(LC 5), 7�-285(LC 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2-289. 2-3-276. 3-4-273. 4-5-622. 1-7-209 BOT CHORD 6-7=-325, 5-6=-13 WEBS 2-6=41.3-6-383. 4-6=-507 lames i BRACING 0v~�• r(� 'j J ' •�� ' " TOP CHORD : S�aturdld4heaihi� directly'mP i-0- g e��err•dytTin' xcept end v 'cols. S BOT CHOR�Cv 1;Igid 6�N ng directlor 8- -•�0 a o j�rgj.1�. s ♦ rr- �N � � a m d ! 0 vsosb� e a a Ve 3-8-3 1 4 GO I I 3-8-3 NOTES 1) Wlnd: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.0psf; BCDL-6.0psf; Category II; Exp C: enalosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL-1.33. 2 Provide adequate drainage to present water ponding. 3 This truss has bean designed fora 10.0 psf bottom chord live load nonconeurtent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 lb uplift at joint 5 and 285 Ib UPI.) joint 7. 5) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 247 Ib down and 335 Ih up at 7-0-0, and 118 Ib down and 166 Ib up at 9-2-0 on top chord, and 348 Ib down and 173 Ih up at 7-0-0, and 87 It, down at 9-2-0 on boftom chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (plf) Vert• 1-3-60, 3-4--60, 5-7--20 Concentrated Loads (lb) Vert: 3= 247(B) 5--54(8) 6=-305(8) 4= 11 B(B) 7-0-0 3-3-13 9-3-12 2-3-12 4x4 = 3x4 - A nn 171-5- 3 4 3x4 II 3x8 - 1.5x4 II 7-0-0 9-3-12 7-0-0 2-3-12 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: HH7A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TC 0.57 Dfft n floc) 1/aa1 L/d PLATES GRIP VeActLL -0.04 5-7 >Yi0 360 6-7 >299 2aa 246/195 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better BC 0.e5 we °z6 vettlL� -0.09 A$20 I�(J 0.01 s /e /e ASIBH 246/195 240 hot di ped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where tyew) wu d(W 0.04 s-7 >999 dimensions are not shown, plates are symmetrically placed about joint or as LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. CCuttjng and fabri ati shall be ac omplished using equipment producing snug fitting Inn fuQSy embedded pates. CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.la TRUSS 01nts d• Unless oherwtse noted, compression top chord to be continuously braced by the roof sheathing. LOADING ``ps() SPACING 2-0-0 1.00 COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan TCL 30.0 TCDL 10.0 BCL 0.0 plates In Lumber Inc ease 1.25 Rep Stets lner YES for the attachment of the roof to the ulldi ng. CAUTION' BCDL 10.0 Cade FBr2OO7/TP12002 2590 N. Kings Highway Trusses can be d ngerous and can cause damage and ers0 al Injury if impp o erly braced Bracing shown on his �rawing is NOT ERrEC�ION Fort Pierce, F1.34951 handled Installe� and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing wood trusses'. TPI s located at: 218 North Lee Street Z of metal plate connectedd Suite 312, Alexandria YA 22314. Telephone: (703) 683-1010. E-mail_ info@tpinst.org ARCE ENGINEERING ti°° 1 s 46 nes 8932 QTY. 2 LUMBER BRACING 00 Q � �'. 'o TOP CHORD V S♦.v lyf l �d sheathin iree0y 41p r.6-0-0 NOTES 1) YBnd: ASCE 7-05; 140mph (3—second gust); h=27ft; TCOL=6.Opsf; BCDL=6.Ops(; Category II; Exp C; enclosed; MWFRS (low—rise): TC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.J o p�l}}'��s\� except a icals. r BOT Cl id U;n. direc �0 oc 6• 71( end vertical left exposed; Wmber DOL=1.33 plate grip DOL=1.33. 2 This truss has been designed fora 10.0 pef bottom chard live load nonconcufrent with any other live loads. (by of truss to bearing plate capable of withstanding 324 lb uplift at joint 5 and 134 b j�ffflll • �' d 3 Provide mechanical connection others) It, uplift at joint 3. REACTIONS (Ib/size) 5:349/0-8-0, 3-117/Mechanical, 4-46/Mechanical Max Hors 5-250(LC 5) Max Uplift 5=-324(LC 3), 3=-134(LC 5)' a `.1{A1d1 A c LOAD CASE(S) Standard Max Cray 5-349(LC 1). 3�117(LC 1), 4-88(LC 2) /� • m m FORCES (lb) — First Load Case Only . TOP CHORD 2-5=111, 1-2=8, 2-3=-29 BOT CHORD 4-5=0 '• Cv'Q ^ •� ��0 O ° 6 .J SIt p• : � 00 V0N9 %%% ®1 —2-0-0 5-0-0 2-0-0 5-0-0 5-0-0 5-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: T. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: J5F IE brfl m <«) I/a•a t/e PLATES GRIP TC a.5f VMc(LL)' -0.1n 4) >6°9 360 ec dso ven(1U '.os 11 1.. 2. As2o 24a/19s (Ne trii'00 1raaLL o:w 4-55 >ee's 2{0 A51 aH 246/195 LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). D. Cutt{ng and gqabri atti tI shall ye ac omplished using equipment producing snug fuQSy pates. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting oints anrd embedded 4• Unless o herwise noted, compression top chord to be continuously braced by the 2-0-0 TRUSS roof sheathing. 5. The structural restrai t shown is to prevent buckling of individual truss LOADING (pet) SPACING TCLL zO.o Plotaslnerease 1.00 1.25 COMPANIES permanent member and is not intended as a ?law for the roof structure or as a plan TCDL 10.o Lumber lncreaee BCD o.a Rep SUws l02ner YES oracing for the attachment of the roof to the building. ecOL 10.o cave reczoO7/tPlzao2 CAUTION' 2590 N. Kings Highway Trusses can he dangerous and can cause damage and persogqal Injury if impropperly Fort Pierce, F1.34951 handled installed and/or bracead Bracing shown on this drawng is NOT ERECTION BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)364 4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing ps 53 • of metal plate connectel wood trusses'. TPI located at: 218 North Lee Street Suite 312. Alexandria V 22314. Telephone: (703) 683 1010._ E-mail: info@tpinst.org ARCE ENGINEERING LUMBER TO 2 X 4 SYP No.2 BC 2 X 4 SYP Na.2 WB 2 X 4 SYP N9.3 1 - PlyREACTIONS (lb/size) 5-290/0-8-0, 3-45/Mechanical. 4-17/Mechanical Max Harz 5=203(LC 5) Max Uplift 5--313(LC 3), 3--61(LC 4), 4--2(LC 4) Max Gray 5-290(LC 1). 3-45(LC 1). 4-49(LC 2) FORCES (lb) - First Load Case Only TOP CHORD 2-5=79, 1-2-8, 2-3= 1B BOT CHORD 4-5=0 es BRACING TOP CHORD oct jal��ggood.Chedth direall9,p - o —D- uriinEi'�cept and v icals. a. SOT CHORD. ,idl * in dirccUy par 10- '0 oc � r`br�ci� iT' m � aJTJJ o � • m o� /7 ! • rU� \ • o '0d • 3 S :: • • \ O� oss�o6;.L e d N�®e®�v dg®�BlB !)B9B�� -2-0- 2-0-0 1.5x4 11 QTY. NOTES 1) Wind: ASCE 7-05; 140mph (3-secand gust); h=27ft; TCDL-6.0psf; BCDL-6.0psf; Category 11; Exp C; enclosed; MWFRS (low-rise); and vertical left exposed; Lumber DOL-1.33 plate grip DOL=1.33. 2) This Wsa has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 5, 61 lb uplift at joint 3 and 2 lb uplift at joint 4. LOAD CASE(S) Standard 3- 3-0-0 3-0-0 3-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: i. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot-diged galvanized steel. 2. Connector plates are applied to both faces of truss ateach caboutnt Whernt e dimensio s are not shown, plates are symmetrically placed indicates by circles (0). 3. Cptting dodd ffabri attiVpp shall be acctompplished using equipment producing snug SOUTHERN fitting oints anrd fully embedded plates. TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan far the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Highway Trusses can b dangerous and can cause damage and erso al injury if im ronnerly Fort Pierce, F1. 34951 handled insta�led and/or braces Bracing shown on his drawing is NOT E�ECTI0 (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate If (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate conn¢cted wood trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org TYPE: J3F ce DEFL m (lee) 116.4 -a.00 4-s >999 L/d 360 PLATES GRIP Tc 0.56 ec o.oe veA(LL) ven(((f77LLL)JJ -.0.01 4-s >099 240 AS20 246/195 A518H 246/195 YWi:) Knd(l!a 0.00 4-5 >099 2A0 LOADING DATE: 19 Mar 2010 ....... Version: 10.1a LOADING (psf) 2- SPACING 0-0 TCLL 20.0 Plates Increase 1.00 TCDL 10.0 Lumbar lncreaea 1.25 BCU_ 0.0 Rep Stress I YES BCDL 10.0 Coda FBC2007/TP12002 S`� LA RCE ENGINEERING BER TO 2X4SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 •Excapt- W3 2 X 4 SYP SS 1 — Ply REACTIONS (Ib/size) 8-613/0-11-5, 4e189/Mechanical, 5-272/Mechanical Max Hort B-295(LC 5) Max Uplift 8--623(LC 3). 4--202(LC 3). 5s-161(LC 4) Max Grav 8-613(LC 1). 4-189(LC 1). 5-301(LC 2) FORCES (lb) — First Lead Case Only TOP CHORD 2-8=219, 1-2=8, 2-9=301, 3-9=300, 3-10-4. 4-10--37 BOT CHORD 8-11=0, 11-12=0, 7-12=0, 7-13=0, 6-13=0, 5-6=0 WEBS 3-7-78,3-6-411 —2-9-15 2-9-15 C I M PLATE: AUTOMATIC STAMPING SEALING OFTR 1. Connector plates hot -dipped alva 1. Connector plgates dimensionrIs are n indicatetl by cir SOUTHERN ' fittang odntsba TRUSS unless o iherwise roof sheathing. s. The permanent st COMPANIES membeF and'is,nD 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 N��JU�441'a tees (893 BRACING 0� ``11,, V —' TOP CHORDO etura�wTabd sheaths Irectiy�ap ed gdrryy��s, except v 'eels, d' BOT CHORD. -g cAeiLng direc 5°o a�ra�g. r „a Cn '�O a 3 S, o �gBBBBB" B@®D0� 4-10-10 4-10-10 1 NOTES ed• MWFRS l 1) Wind: ASCE 7-05; 140mph (3—second gust): h=27ft: TCDL=6.0psf; BCOL=6.0psf; Category II; Exp C; enclos (aw—rise ). and vertical left exposed; Wmber DOL=1.33 plate grip OOL-1.33. 2 This truss has been designed or psf bottom chord live .load nonconcument with any other live loads. 3; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift at joint 8, 202 Ib uplift at joint 4 and 161 Ib uplift at joint 5. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb up at 4-4-0, 28 It, up at 4-4-0, and 57 lb down and 101 lb up at 7-1-15, and 57 lb down and 101 lb up at 7-1-15 on top chord, and 9 lb down and 14 lb up at 4-4-0. 9 lb down and 14 lb up at 4-4-0, 48 lb down at 7-1-15. 48 lb down at 7-1-15, and 33 lb up at 1-6-1, and 33 lb up at 1-6-1 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss arc noted as front (F) or back (B). LOAD CASES) Standard 1) Regular. Wmber Inerease-1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2--60, 2-4--60, 5-8--20 Concentrated Loads (Ib) - Vert: 9-29(F=15, 8=15) 10--113(F=-57, B-57) 12-6(F=3, B-3) 13--53(F=-26, 8=-26) 9-9-5 4-10-11 3x5 II 1x4 II 3x4 = 4-10-10 4-10-10 4-10-11 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF DESIGN BASED UPON THESE DESIGN CRITERIA: abricated from 20 gauge ASTM A663/653H Grade A or better steel. pplied to both faces of truss at each joint.Where o": platebs are symmetrically placed about joint or as �yshalld edaplatpesished using equipment producing snug compression top chord to be continuously braced by the al restraint shownisto prevent buckling of individual truss thedras atarthenbuildingor the roof structure or as a plan can be d ngerous and can .cause damage and Dersc installee and/or braced Bracing shown an this Refer to the Truss Plate Institute (TPI) publi T SAFETY INFORMATION. Guide to good practice fc ply a connected wood trusses'. TPI is located 2, Alexandria VA 22314. Telephone: (703) 683-11 manufacture's WARNINGS enclosed 1 NG TYPE: CJ7F csl DtsL m 0aa) 1/ean PLATES GRIP TC 0.93 Do 0.71 V ,41W VMrsr:((tiLR1L)) -0.07 6-7 >Y08 -010 6-7 >586 380 3 240 AS20 246/195 Wb'v)� wind(W D.1J 6-7 >a8/54 2�0 AS1BH � 246/195 LOADING DATE: 19 Mar 2010 ___., ....,... I. —TV. Version: 10.1a LOADING (paf) SPACING 2-0-0 TCLL 0.0 Platen Inereaae 1.00 TCDL f0.0 Wmber lnenase 1,25 BCLL 0.0 Rep Streaa Inc, NO BCOL 10.0 Coda F13C2D07/1PI2OO2 15 ARCE ENGINEERING QTY. 2 LUMBER TO 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) 5-421/0-8-0, 3-178/Mechanical, 4-74/Mechanical Max Harz 5-298(LC 5) Max Uplift 5=-351(LC 3), 3--199(LC 5) Max Orav 5-421(LC 1). 3-178(LC 1), 4-127(LC 2) FORCES (lb) — first Load Case Only TOP CHORD 2-5=144, 1-2=8. 2-3--40 BOT CHORD 4-5-0 ING TOPCHORD0 �Gdlg�d-dVnd ��-0- Irb, Lrxcep BOT CHOR� Rilgid a "ng direeCD �� s®�•�' ESN ��e 1, aA .� �"A 0 Vg pt! 9 ®��®®40 -2-0-0 2-0-0 2.5x6 II NOTES 1) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.0psf; BCDL=6.0psf; Category 11; Exi, C; enclosed; MWFRS (law —rise); end vertical left exposed; Lumber DOL=1.33 plot, grip DOL=1.33. 2 This truss has been designed for a o)L psf bottom chord live load nonconcurrent with any other live toads. 3; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 It, uplift at joint 5 and 199 lb uplift of joint 3. LOAD CASE(S) Standard 7-0-0 7-0-0 7-0-0 7-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diged galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are, not shown, plates are symmetrically placed about joint or as indic1ated by circles (o). SOUTHERN 3 fitting gnintsbenaatilN shall bedacTomplatesished using equipment producing snug TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Highway CAUTION: B B Y Trus es can he dangerous nd c n cause damage and ersoaal injury if 1mpro erly Fort Pierce, F1.34951 handled installed and/or ,races Bracing shown an his drawing is NOT EREC�ION (772}464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) his 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to connec% xood trusses% TPI is l]ocated at: 221B North Lee Street Suite 312, Ilexandria VA 22314. Telephone: (703) 683 1010. E-mail: infD@tpinst.org Read all manufacture's WARNINGS enclosed with drawing acka e. Cs1 1C O.ELT 00 0.41 we 0.00 (Mew) LOADING TYPE: J7F D�EF�L(LLin (wc) I/dan t./d V>947 I PLATES GRIP et 1 0..224 5 4—>341 240 AS20 246/195 Hor —0.12 3 n/a /o AS18H 246/195 wind LL 0.13 4-5 >625 240 LOADING fpsf) SPACING 2—D-0 TCU. 30.0 Plates In.— 1.00 TCDL 10.0 Lumbar lncreaoa 1,25 BC0.0 Rep Sbnss Iner YES BCDL 10.0 Code FBC2007/TPI2002 4 DATE: 19 Mar 2 Version: 10.1a EC ARCE ENGINEERING LUMBER TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 1 - Ply REACTIONS (Ib/size) 4-BB/Mechanical, 2-457/0-8-0. 5-24/Mechanical Max Hart 2-271(LC 5) Max Uplift 4=-124(LC 5). 2--599(LC 3) Max Gr- 4=88(LC 1). 2=457(LC 1). 5=154(LC 3) FORCES (lb) - First Lead Case Only TOP CHORD 1-2-12. 2-3=-9,3-4-12 BOT CHORD 2-6=-17.5-6-0 WEBS 3-6_19 I I I I I rn I 0 >°`z, '4,41 . es (8932 BRACINGBRACING p°' ��(�(�� TOP CHORD yy�'��lurAlly d`shealhin directly ap •.5-0-0 ♦ S6W6nN° BOT CHOR� gib c&g directly III or 6- (7 oc bbrroem. eM a 0�� ' a A�®�4 �� • d 1 `r ` • �BeO`®O ®BO►eel i88®B0 -3-0-0 2-0-0 3-0-0 2-0-0 3x7 II QTY. 27 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05: 140mph (3-secand gust); h-27ft; TCOL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33. 3) This W ss has been designed far a 10.0 psi bottom chard live load nonconcurrent with any other live Toads. 4 Provide mechanical connection (by other) of trues to bearing plate capable of withstanding 124 lb uplift at joint 4 and 599 lb uplift at joint 2. LOAD CASE(S) Standard 5-0-0 3-0-0 2-0-0 3-9-13 5-0-0 2-0-0 1-9-13 1-2-3 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diuped alvanized steel. z: Connector pates are applied tD bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (a). 3. Cutting and pabriccattlqoo shall be accomplished using equipment producing snug SOUTHERN fitting 1�ints and fully embedded plates. TRUSS 4. Unless otherwise noted, compression tap chord to be continuously braced by the roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan COMPANIES for the attachment of the roof to the building. 2590 N. Kings Highway CAUTION: S 8h Y Trusses can be dangerous and can .cause damage and personal Injury if improperly Fort Pierce,Fl.34951 handled installed and/or braced: Bracing shown an his draw ng is NOT ERECTION (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate cogec% woad trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683 1010. E-mail: info@tp(nst.org Read all manufacture's WARNINGS enclosed with drawing acts e. ECTION CONTRACTOR TYPE: J5 cs DEFL m (Ioe) 1/d°n L/d PLATES GRIP 7C 0.5e Be 0.34 VM(L� -0.02 2-6 >909 360 Vart(1L) -0.07 2-4 >825 240 A520 246/195 we 0.06 l!lbersrs((TTllJJ 0.00 5 n/a /a AS18H 244 /195 (Md_) WlndM -0.05 2-6. >999 240 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a LOADING fPs1) SPACING 2-0-0 TCLL 30.0 Plaice Inueaee 1.00 TCDL 10.0 Lumber lnereoes 1.25 BCLL 0.0 Rep Stress I- YES BCDL 10.0 Code FBC2007/1P12002 ARCE ENGINEERING LUMBER TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SIP SS BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP Na.3 1 - Ply REACTIONS (lb/slze) 4-28/Mechanical, 2=433/0-8-0. 6--51/Mechanical Max Harz 2-188(LC 5) Max Uplift 4--41(LC 5). 2=-717(LC 3). 6=-51(1-C 1) Max Grw 4=28(1-C 1). 2=433(LC 1). 6=236(LC 3) FORCES (lb) - Frst Load Case Only TOP CHORD 1-2-12. 2-3--4. 3-4-4 BOT CHORD 2-6--21.5-6-0 WEBS 3-6-34 PLA' I I uJ I I I 0 1 cV44dul es I BRACING (('�� -I TOP CHORD oOS�Otu'aT rl�d3heathln irectly tlp < 0- * S:l t rul SOT CHORa� l.[t1gI cFil�ng d i r etl 8 , to graces. 7( s (09 /� , m 0 lo Ve efq\ -3-0-0 3-0-0 .22 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05: 140mph (3-second gust); h-27ft; TCDL=6.0psf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 43 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 4, 717 lb uplift at joint 2 and 51 lb uplift at joint 6. LOAD CASE(S) Standard 2-0-0 3-0-0 2-0-0 1-0-0 7.00 FTY 3x7 II 2-0-0 3-0-0 2-0-0 1-0-0 MATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. , Connector plates are applied to both faces of truss at each joint. Where dimeneteasbi are not eshown, plates are symmetrically placed about joint or as indic3. fitting andnfabts enrdatl?l seabeddeecTomesjshed using equipment producing snug 4. Unlesof s he wise noted, compression top chord to be continuously braced by the s. The permanent structural restraint showgn is to prevent buckling of individual truss member and nottintendof edraafatoracinthebuilan for the roof structure or as a plan g. CAUTION: Trusses can by dangerous and can causT damage and grsagal Injury 1� imo erly handled insta led and/or braced. Brac ng shown on his Udraw ng is N T EerECpfION aadrINr aafa,� 4a thn Truss Plate Institute (TPI) oubliCation 'BCSI 2008 BUILDING cted hood trusses'.aTPI is located at 21B Nor a VA 22314. Telephone: (703) 683-1010._ E-mail: c51 I DOM N (be) Vdan TC 0.50 vea -a.00 2-B >Bse BC 2.8 VeA(((11TLLL))) -0.01 2-6 >B90 we 0.04 Matrix) Wu�id(t1) 0.00 6 -I," LOADING LOADING (psi) SPACING 2-G-0 TCLL §0.0 Plates I..- 1.00 TCDL 10.0 Lumbar Increase 1.25 BCLL 0.0 Rap Stress [nor YES BCDL 10.0 Code FBC2D07/TP12002 TYPE: J3 PLATES GRIP 240 AS20 246/195 AS18H 246/195 240 DATE: 19 Mar 2010 Version: 10.1a 99 QTY. ARCE ENGINEERING TC 2 X 4 SYP No.2 BC 2 X 4 SYP No.2 WB 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) 5-575/0-8-0. 4--02/Mechanical, 3=-237/Mechanical Max Harz 5-138(LC 3) Max Uplift 5--910(LC 3). 4--82(LC 1), 3--237(LC 1) Max Grav 5-575(LC 1). 4-132(LC 3), 3-423(LC 3) FORCES (lb) — First Load Case Only TOP CHORD 2-5=152, 1-2=12,2-3=21 BOT CHORD 4-5-0 I I I 1 �-7 TOP CCHORD O%5}ryleLural pgp 9 ea'lhiri9 direc�ly p —0-0 rlin Llcept end v 'cals. R. BOY CHOR.:� �4y14;p-' n directly Cali or 10— oe � arJ o natin m s,® e e \ O® oB��B VG� D Ba —3-0-0 3-0-0 NOTES 1) Wind: /SCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 910 lb uplift at joint 5, 62 lb uplift at joint 4 and 237 lb uplift at joint 3. LOAD CASE(S) Standard 3x7 11 1-0-0 1-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ast 110-z In ("°) I/da0 Ud PLATES GRIP TC 0.95 Venr�(LL 0.aa 5 >BOB 360 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better B0 0.19 ven(n3 a.Bo 5 >see zoo A920 246/195 hot di ped al vans zed steel, t 0.00 H—(1�� 0.01 3 /a /a AS1BH 246/195 z. Connec�or pates are applied to bath faces of truss at each joint. Where (ua =) wae(ty o.oa 4 s >e99 i�a dimensions are not shown, plates are symmetrically placed about joint or as LOADING DATE: 19 Mar 2010 indicated by circles (o). Version: 10.1a 3.-Cutt' qndd fabripa M shall be acgmplished using equipment producing snug CRITERIA: ANSI/TPI 1-2002 (MATRIX) _ SOUTHERN fitting oints and fully embedded plates. TRUSS a. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING Pei) SPACING 2-0-0 COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss rCLL �o.o plot. Increase 1.00 member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 Lumberinueaa. 1.25 for the attachment of the roof to the building. BCOL 0.0 Rep sires FBC2 YES CAUTION: ecDL 1a.o code Feczoo7/rPlzo02 2590 N. Kings Highway Trusses can be dangerous and c n cause damage and ers0aal Injury if imuroperly Fort Pierce, F1.34951 handled installed and/or bracead Bracing shown on his drawing is NOT ERECTION (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate -Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of meta plate connected wood trusses'. Tod Is located at: 218 North Lee Street Suite 3�2, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawingpackage. ARCE ENGINEERING ,,°°`,N 1 �-4&wes 8932 QTY. 5 LUMBER TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP Na.2 BC 2 X 4 SYP Not BRACING 0 . • ('� • o r .N TOP CHORD 9(�4ttura'I �yd'4heathm directlywip d•6,9-0-0 -¢ s, .0 L� yilin NOTES 1)) Unbalonced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL-6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS (low-rise); DOL=1.33. WB 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2-6-0 BOT CHORZ ^YiT9id &. ng dime p�l or 0•: c yraFdn9. e. vJ Yr .a Lumber DOL=1.33 plate grip 3)) This truss has been designed fora 10.0 psi bottom chord live load noneoncurrent with any oNer live loads. 132 lb upiift at joint 5 and 670 e , !�„ 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 -Ply REACTIONS (lb/size) 5-98/Mechanical, 2-571/0-11-5, 7-39/Mechanical ^ CD a lb uplift at joint 2. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 32 lb up Max Harz 2m269(LC 5) Max Uplift 2-269( (LC 5), 2�-670((LC 3) Uplift ). 2--LC _` o v at 4-3-15. and 19 lb down and 32 lb up at 4-4-0 on top chord, and 18 Its up at 4-3-15. and 18 lb up at 4-4-0 on bottom device(s) is the responsibility of others. Max 5=98(LC 1), 1), 7=128(LC 2) 0 • (�r m chord. The design/selection of such connection 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). FORCES (lb) - First Load Case Only TOP CHORD 1-2=12. 2-3-0. 3-4--37, 4-B=O, 5-8-15 BOT CHORD 2-9�23. 7-9-23. 6-7-0 ® �� o a m • r r� oo 76 'J ♦ •oo /� 0 ov'/ LOAD CASES Standard ( ) 1) Regular. Lumber Increasea1.25, Plate Increase-1.00 Uniform Loads (pif) WEBS 4-7=-24 �4P TY �� Vert: 1-4�-60, 4-5�-60, 2-6--20 00 •_ ` Concentrated Loads (Ib) ...... o q DO ®',�' �`0 Vert: 8-64(F=32, 8=32) 9=36(F-18, 8-18) , as®i9lfe BBQB®� -4-2-15 2-9-15 6-11-5 4-2-15 2-9-15 4-1-6 PLATE: 0 I I I I 2-9-15 6-11-5 2-9-15 4-1-6 TIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)4644160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diuped galvanized steel. z. Connector plates are applied tD both faces of truss at each joint. Where dimensions arenot shown, plates are symmetrically placed about joint or as indicated by circles (a). a. C4tting ani fabriSatiq shall 6e ac omplished using equipment producing snug fttt ng ]o nts an full y embedded piates. 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. ous and caan cause AdAzmaige and ersogal njury if im o erly /Tor russaP1ateBInstituteo(TPI) pubIicationg'BCSI02008�BUILLDING RMATION. Guide to good Practice for handling installing tod wood trusses'. TPI is located at: 218 North Lee Street VA 22314. Telephone: (703) 683-1010. E-mail: infoRpinst.or re, a WARNINGS enclosed with drawing package cs1 TO 0.88 Be 0.44 we 0.07 (uotdx) LOADING TYPE: CJ5 DEFL in (I- t/eon L/d I PLATES GRIP MOvertu2-7 >soe 0 VN11eeorrrt::({{i) iiLL) Uoo 2-7 >>3440 2440 AS20 240/195 WiadiLU 0.0o 7 240 A518H 246/195 LOADING (pal) SPACING 2-0-0 TCLL 20. Plates Ineroose 1.00 TCDL 10.0 Lumbar Incrcaee 1.25 BCUL 0.0 Rep Stress I_ NO BCDL 10.0 Code FBC2007/rPI2OO2 DATE: 19 Mar 2010 Version: 10.1a 60 ARCE ENGINEERING ,o`' • �ixlal - es 8932 QTY. I LUMBER BRACING p�' ^ ' n(� 1 J '• °A NOTES TC 2 X 4 SYP No.2 •Except• TI 2 X 6 SYP No.2, T7 2 X 6 SIP No.2 TOP CHORD cturdl v��DDppQheat,fTA d;rectlyop e$t 1 Unbalanced roof live loads have been considered for this design. BC 2 X 4 SYP No.2 O : 4`Qc`¢urlins. P 23 Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCOL=6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); WB 2 X 4 SYP No.3 BOT CHORa gid�1y ng directl dpJ or 6— • -111 oc Lumber DOL=1.33 plate grip DOL=1.33. WEDGE y ry,r�b• J' ^ , it ,• 3 Provide adequate drainage to prevent water ponding. Left- 2 X 4 SYP No.3, Right, 2 X 4 SYP No.3 tw �j 4 Thie Wss has been designed !or a 10.0 par bottom chard live load nonconeurrent with any other live loads. 1Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 Ib uplift at joint 2 and 986 REACTIONS (Ib/slze) 2-1046/0-8-0. 8=1046/0-8-0Ib uplift at Joint 8. Max Harz 2-126(LC 5)LQAD CASES) Standard Max Uplift 2--971(LC 5), 8=-986(LC 4) 0\ 1) Regular. Lumber Increase-1.25, Plate Inereasa=1.00 FORCES (Ib) — First Load Casa Only mUniform Loads (plf) ® Vert: 1-3�-60, 3-4�—fi0, 4-6--60, 6-7--60, 7-9--60, 2-8m-20 TOP CHORD 1-2=12, 2-3=-1021, 3-4=-1072, 4-13-0. 5-13--964, 5-14=0, 6-14, 7-8=—r10& 9-36Concontrated Loads (Ib) BOT CHORD 2-12=824, 12-15=1181, 15-16=1181, 11-16=1181, 11-17=11B7, 10-1848 ) •� 0 Vert: 4--66(8) 6--66(B) 12--39(8) 5--28(8) 10--39(B) 13--28(B) 14--28(9) 15--4(8) 16--4(8) 17--4(8) WEBS 3-12=132, 4-12=306, 5-12--272, 5-10=-227, 6-10=267, 7-10=14b ✓ .p4, ••• _ `� •.�� p0m Ae®�A 6 . • • �Sa�ol. �` ®��® . ®,a�3 lo�yHMe® �® -3-0-0 2-0-0 1 5-0-0 1 9-0-0 13-0-0 16-0-0 18-0-0 1 21-0-0 3-0-0 2-0-0 3-0-0 4-0-0 4-0-0 3-0-0 2-0-0 3-0-0 7.00 4x4 = 4 3x4 - 5 4x4 — 6 3x9 II 3x8 = 3x5 = 3x8 = 3x9 II 5-0-0 13-0-0 8-0-0 18-0-0 5-0-0 I I I I PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H5D SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs' 7e a.66 US DtTL ^ (°°) '/eaFl 1E9 -0.131a-11 >999 Ud 380 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better 9G v.n(n)-0.32,o-12 >eu Has(n 7 o.m a /a 24o /. AS20 246/195 hot di ped galvanized steel. Connector are applied to both faces of truss at each joint. Where we o.16 (ua1d.) xae(ty o.aa,o-lz >999 240 ASM 246/195 LOADING DATE: 19 Mar 2010 z. plates dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. Mpt1'ng andd fabri ati n shall 6e accomplished using equipment producing snug Version: l0,la CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS fitting Joints anrd fuQ4y embedded plates. 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (par) SPACING 2-o-0 s. The permanent structural restraint shown is to prevent buckling of individual truss TOLL 20.0 Plaleslnam.. 1.00 COMPANIES member and is not intended as a bracYng plan for the roof structure or as a plan TCOL 1D.o Lumbar lnenaee 1.25 9cLL G.o R.,Streaelner No for the attachment of the roof to the building. BCDL 10.o coda FBC2007/TP12002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and can Injury if impronnerly Bracing this drawng is NOT ERECTION Fort Pierce, FL 34951 handled installed and/or braces. shown on BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (77264 4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is locate6d at: 218 North Lee Street 83 1010. E-mail: infopinst.9rg Suite 112, Alexandria VA 22314. Telephone: (703) Reed all manufacture's WARNINGS enclosed with drawing@tacka e. ' ARCE ENGINEERING .,�`' �1 J s :-{ f es 8932 QTY. 1 LUMBER BRACING .' • (1 1 �p NOTES TC 2 X 4 SIP No.2 -Except- T1 2 X 6 SYP Not, T1 2 X 6 SYP N0.2 TOP CHORD o 4Q4ctural d'Sheathin direedy^gp eO-0-0 1) Unbalanced roof live loads have been considered for this design. op BC 2 X 4 SIP No.2 m Jinl, 2) Wind: ASCE 7-05; 140mph (3-second gust);. h-27ft; TCDL-6.Opsf; SCOL=6.Opsf; Category 11; Ex C; enclosed; MWFRS (low-rise); WB 2 X 4 SIP No.3 BOT CHOR� �g16 �e ing direct p r -'. a� s. Lumber DOL=1.33 plate grip DOL-1 "33. WEDGE .. �rgc' g. op 3 Provide adequate drainage to prevent water ponding. • 0 live load nonconcurrent with any other live loads Left. X 4 SYP Na.3, Right: 2 X 4 SYP No.3 4 This truss has been designed for 10.0 psf bottom chord , y 1 - Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at joint 2 and fi73 e REACTIONS (Ib/slze) 2=893/0-8-0, 8=893/0-8-0 .�, c U) lb uplift at joint 8. Max Hors 2-157(LC 5) Max Uplift 2--673(LC 5), 8 673(LC 6) LOAD CASE(S) Standard FORCES (Ib) - First Load Case Only v ' `aI I Z TOP CHORD 1-2=12. 2-3=-601, 3-4--605, 4-5--565, 5-6= 565, 6-7=-581. 7-8- -936 r C(1 r�� : m BOT CHORD 2-10:493. 8-10-701 � �., !6 �nr) ^�0 WEBS 5-10-181, 3-10-72.7-10--138 op . ! • '/� 0 �a9®BAI BBBa�e " -3-0-0 2-0-0 1 7-0-0 1 9-0-0 11-0-0 16-0-0 18-0-0 21-0-0 3-0-0 2-0-0 5-0-0 2-0-0 2-0-0 5-0-0 2-0-0 3-0-0 I 1 I I 11 7 nn rig 3x4 1x4 II 3x4 4 5 6 3x9 5x8 - 3x9 II 9-0-0 18-0-0 9-0-0 9-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO E SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. CYtt1'ng 4nd fabri att1 shall be ac omplished using equipment producing snug fupSy pates. TRUSS fitting joints andc embedded 4. Unless erwgse noted, compression top chord to be continuously braced by the roof 5• The permanent structural restraint shown is to prevent buckling of individual truss COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. CAUTION: 2590 N. Kings Highway 8 M y Trusses can be dangerous and can cause damage and personIIal injury if impprouuerly is NOT ENECTION Fort Pierce, F1.34951 handled installed and/or braced Bracing shown on this drawing 'SCSI (772)4644160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI)publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is located at: 216 North Lee Street ' Suite 312, Alexandria YA 22314. Telephone: (703) 6B3-1010. E-mail: infoetpinst.org Read all manufacture's WARNINGS enclosed with drawing package. ON CONTRACTOR TYPE: H7D rsl DEFt 10 (wa) 1/,14 L/d PLATES GRIP TC 0.58 B0 0.44 we 0.59 Yerl Yzk Hors(7L) -0.06 e-lo >e99 -013 8-10 >91s 0,02 9 4n/a 360 2M1 A520 246/195 A51 &1 246/195 (Matrix) wud(Lla -0.04 2-10 >999 240 LOADING DATE: 19 Mar 2010 Version: 10.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (Psf) I SPACING 2-0-0 TCLL 20.0 Plot. Incr . 1.00 TCOL 10.0 Lumber Incmaea 1.25 BCLL 0.0 Rep Stress Iner IFS BCDL 10.0 Code FBC2007/TPI2002 ARCE ENGINEERING 89321 QTY. 1 LUMBER TC 2 X 4 SYP No.2 -Except• Ti 2 X 6 SYP No.2 \tl�'J• BRACING i� /\ , • * n 1 (Y `0 TOP CHORD V turdl wdpd�dheath direcUy'm ,o tovc`ISurlins, ex and Ve Is. J BC 2 X 4 SYP No.2 WS 2 X 4 SYP No.3 •Except• W3 2 X 6 SYP No.2 WEDGE 0 BOT CHOR� ^`i�jgid� "Ing direcU p}�N °• aAJ or 7- 2•:c Ef�g. Left: 2 X 4 SYP No.3 �`�,a en REACTIONS (lb/size) 2-917/0-8-0, 7-678/0-8-0 Max Hors 2-301(LC 4) 6) Max Uplift 2=-701(LC 5). 7--330(LC no FORCES (lb) - First Load Case Only o �� if TOP CHORD 1-2=12, 2-3=-622, 3-4--517, 4-5--454, 5-6=-1049, 6-7=-510 ° 6� a BOT CHORD 2-8-531. 7-8-968 WEBS 3-8-41,4-8-249,5-8--485 a ^-Z-0 PLA rip 1, o•AQ� p 'Bo�e�3 e a � doMea s0o -3-0-0 2-0-0 9-0-0 3-0-0 2-0-0 7-0-0 NOTES 1)) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05. 140mph (3-second gust); h-27ft; TOOL-6. BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL-1.33. 3) This Was has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of.tmss to hearing plate capable of withstanding 701 lb uplift at joint 2 and 330 lb uplift at joint 7. LOAD CASE(S) Standard 16-0-0 7-0-0 4x6 — 4 v^3x9 11 5x8 - 9-0-0 18-0-0 9-0-0 9-0-0 AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF .SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped alvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensio s are not shown, plates are symmetrically placed about joint or as indicate by circles (o). 3. Cgtting an4 fabriCati shall be ac omplished using equipment producing snug fitting joints and fully embedded plates. a. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracin8 plan for the roof structure or as a plan for the attachment of the roof to the utlding. CAUTI9N: - Tm—c ran he dannnrnns and can cause amaae and personal injury i,f improgerl,y de"to'good racfice for handling eleohone: 03)D683-1010. Elma11: 18-0-0 2-0-0 TYPE: T4 a7 DEFL is (lec) VV L/d PLATES GRIP TC 0.75 Bc 0.48 Veernt((LL)) Vsrt(TL) -0.07 2-8 >ssa —030 2-6 >se9 360 2w AS20 246/195 ws 039 (uevia) Hers((i1LL)) Wex N o.w 7 /° 0.07 2-6 >099 /° 240 A51eH 246/195 LOADING DATE: 19 Mar 2010 Version: 10.1a LOADING (psi) SPACING 2-0-0 TCLL 20A Plotes In.ro 1.00 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep St — Incr YES BCDL 1 0. 0 Cods FBC2007/TP12002 6 ARCE ENGINEERING es 8932 QW. 37 LUMBER TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SYP No.2 X 4 SYP No.2 BRACING O /� �'. u +°p TOP CHORD O�fr}LcturW kop�eath direc{lyg o�6 0-0 V c rtiri V - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise); BC 2 WB 2 X 4 SYP No.3 SOT CHORDi•O . fist '"( directly yli a ^ v Y or 6-0• oc braang. '� �- �° Lumber DOL-1.33 plate grip DOL=1.33. 3 This truss has been designed fora 10.0 psf bottom chard Iive load nonconcurrent with any other live loads. WEDGE Left- 2 X 4 SYP No.3 uJ ,� „"a 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 4 and 538 1 - ply ^ � .,. lb uplift at joint 2. REACTIONS (Ib/size) 4-148/Mechanical, 2-515/0-8-0. 5-66/Mechanical a LOAD CASE(S) Standard Max Horz 2-355(LC 5) Max Uplift 4--208(LC 5), 2=-538(LC 3) (1� • m Max Grav 4-148(LC 1). 2=515(LC 1). 5-132(LC 2) !-n FORCES -First Load Casa Only TOP CHORD 1-2a2-3--29, 3-4=20 i r� Tj \ V • C'12, BOB CHORD 2-60-0,5-6=0 WEBS 3-6=1 O •°° 4® � S `tl '• j � ` 0® AAA V. •�• .° •°,w� 0 t®0 ®°0°�g►e deMeO� -3 0 0 - - 2-0-0 7-0-0 3-0-0 2-0-0 5-0-0 I I I I � 0 30 11 3x4 = 2-0-0 3-9-13 7-0-0 2-0-0 1-9-13 3-2-3 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated -from 20 gauge ASTM A6531653M Grade A or better hot dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR csl To 0.56 ec 12 ws a.. (uewx) DrtL la (wal V• -0.10 6 vre -0.3a 6 H..(1L� 0.01 4 ENE, -0s1 6 I/a°n >704 >z64 /a >376 TYPE: J7 tle PLATES GRIP 360 zoo AS20 24e/195 /° ASISH 246/195 i4o LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. CQtt1'ng qnd fabri ati pshall be ac omplished using equipment producing snug fitting Dints andc fu y embedded pates. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS 4. Unless oiherwjse noted, compression top chord to be continuously braced by the LOADING SPACING 2-0 0 roof sheathing. 6• The permanent structural restraint shown is to prevent buckling of individual truss 20.0 TCLL 20.o Plateslncroaee 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan guplding. TCDL 10.0 0= 0.0 Lumlwr Increase Repsvesslner 1,25 TES for the attachment of the roof to the ecDL 10.o Code FBC2007/rPI2D02 CAUTION: 2590 N. Kings Highway Trusses tan be dangerous and cause damage and al injury if imppro erly �rawing Fort Pierce, F1.34951 grso handled installed and/or braced. Bracing shown on this is NOT EREC�ION (772)4644-160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing (_I/ of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312. Alexandria V 22314. Telephone: (703) 683-1010. E-mail: I fo@tpinst.org 'ARCS ENGINEERING QTY. 1 LUMBER TO 2 X 6 SYP Na.2 •Except• T2 2 X 4 SYP No.2 SC 2 X 4 SYP No.2 WS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 1 — Ply REACTIONS (Ib/size) 6-191/Machanicai, 2-515/0-8-0, 7-23/Mechanical Mox Hort 2-355(LC 5) Max Uplift 6=-169(LC 5). 2--538(LC 3) Max Grav 6-191(LC 1). 2-515(LC 1). 7-45(LC 2) FORCES (lb) — First Load Casa Only TOP CHORD 1-2-12,2-3=-106, 3-4--96,4-5--24,5-6-44 SOT CHORD 2-9:63, 8-9-79. 7-8-0 WEBS 4-912, 4-8--58,5-8-86 PLATE: AUTOMATIC STAMPING SEALING OF TI 1. Connector plate hot -di pad galy z. Connector plate dimensions are indicated by ci SOUTHERN 3. Cuttt'ng n fab fitting o nts TRUSS herwis 4. Unless o thing. roof sheathing. COMPANIES s. The permanent s member and is n for the attachn 2590 N. Kings Highway Trusses can be Fort Pierce, Fl. 34951 handled install (772)4644160 Fax:(772)318-0015 BRACING. Refer COMPONENT SAFET of metal plaate Suite 312, A10 Read all mane i es r BRACING e� ' " ' Vrcltly —IO' .'• NOTES TOP CHORD y S�Gturgl w�d`sfit��-0-0 1 Unbalanced roof live loads have been considered for this design. ® , n�i 1 Wind; ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed: MWFRS (low-rise); BOT CHOR(t 'Rigid'r ji 'ng dirocD Lumber DOL=1.33 plate grip DOL-1.33. 3 This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads. ti re.4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 6 and 53B Ib uplift at joint 2. LOAD CASE(S) Standard 'Tl B�OBdD 984�� -3-0-0 2-0-0 2-8-P 4-8-0 1 7-0-0 3-0-0 2-0-0 0-8-0 2-0-0 2-4-0 4X4 i V.VV I IL 30 II 2-8-0 , 4-8-0 7-0-0 2-8-0 2-0-0 2-4-0 FURNISH A COPY OF THIS TRUSS DESIGN IUSS DESIGN BASED UPON THESE DESIGN CRITERIA: s are fabricated from 20 gauge ASTM A6531653M Grade A or better anized steel. s are applied to both faces of truss at each joint. Where not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: J7C es oLTL In (I-) I/den L/a PLATES GRIP TC am VertccLL)) -0.08 a >099 380 ec 0.24 Ven(nt -aso 9 >396 240 Assn 246/195 we 0.10 � a•� 7 /• /a A518H 246/195 (ueux) lrva(W o.n a >4as zoo LOADING DATE: 19 Mar 2010 rcles (o). ripti shall be accomplished using equipment producing snug anfuQloy embedded plates. version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) e noted, compression top chord to be continuously braced by the ENDING (psf) SPACING 2-0-0 tructural restraint shown is to prevent buckling of individual truss at intended as a bracing plan for the roof structure or as a plan Tcu 20.0 Plet.Inareaea 1.00 TCDL 10.0 turmber mere... 1.25 BCLL 0.0 Rep St— lncr YES ent of the roof to the budding. CAUTION: if imppro SCOL 10.0 Code FEC2007/1P12002 dangerous and can taus damage and persooal Injury erly ed and/or braced. Brac�ng shown on this rawng is NOT ERECpfION 'SCSI BUILDING to the Truss Plate Institute (TPI) publication 2008 installing �s Y INFORMATION. Guide to good practice for handling trusses'. TPI is located at: 218 North Lee Street connectedd wood andria vA 22314. Telephone: (703) fi83-1011). E-mail: info@tpinst.org Fsctum's WARNINGS enclosed with drawing package. ARCS ENGINEERING o`i SA�, � .,41 r es 8932 QTY. 4 LUMBER TC 2 X 6 SYP No.2 •Eixcept• T2 2 X 4 SYP No.2 BRACING q� ^ ' nf� ''jj -j •' • p TOP CHORD OOS( turpr wr6d`al5eafhitlt� Ireetly'e�p gray-O-O NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsh BCOL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise); SC 2 X 4 SYP No.2 WE 2 X 4 SYP No.3 WEDGE ® o i'pU�ltns� p� BOT CHORD'm id.c Ie9 g directly or 6- •o c braetrt�g. y •)}- Lumber DOL=1.33 plate grip DOL=1.33. 3)) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. to bearing capable of withstanding 611 lb uplift at joint 2, 7 lb Left-2 X 4 SYP No.3 _ : 4) Provide mechanical connection (by others) of truss plate uplift at joint 7 and 150 lb uplift at joint S. 1 - Ply REACTIONS (lb/size) 2-453/0-8-0, 7-21/Mechanical, 6-3/Mechanical, 5-84/Meth Cn a 5) Gap between inside of top chard bearing and first diagonal or vertical web sha ll not exceed O.SOOin. Max Harz 2-266(LC 5) Max Uplift 2= 611(LC 3), 7--7(LC 6). 5=-150 LC 5) 0 : LOAD CASE(S) Standard Max Gray 2-453(LC 1). 7=251(LC 3). 6-5(LC 2S, 5=84(LC 1) • FORCES (lb) - First Load Cass Only ••• Cv QLJ TOP CHORD 1-2�12, 2-3=-41, 3-4--32, 4-5-15 2-8:10, 7-8-22. 6-7-0 6 v • •�� SOT CHORD WEBS 5-7=-8, 4-8-37, 4-7--14 �+ �® • S' ` ; ' O fill -3-0-0 2-0-0 , 5-0-0 I 3-0-0 2-0-0 3-0-0 3x4 II 3x7 11 2-8-0 4-8-0 5,-0 ;0 r- 2-8-0 2-0-0 0-4-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE:`J5C SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TC OSB DEn. 'a (1-) '/den Va -0.00 2_8 >999 L/d 360 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.2d w8 0.o6 ven -0.o0 2-8 >999 N (n 0.00 7 /a 240 A zoo AS20 246/195 A51aH 246/195 hot dluped galvanized steel. 2. Connector plates are applied to bath faces of truss at each joint. Where (uaulx) woof G.00 a >oes LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. Cutting and fabricati? shall be actamplished using equipment producing snug fulSy Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS fitting joints anU embedded plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the LOADING (psf) SPACING 2-0-0 roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0 Plot-Inrease 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 Lumber Increase 1.25 BCt1 0.0 Rep Stress lncr YES for the attachment of the roof to the uilding. BCDL 10.0 Cade FBC2007/TP12002 CAUTION: 2590 N. Kings Highway Trusses an be dangerous and can cause damage and persogqal injury if improperly r{nstallea ERECTION Fort Pierce,F1.34951 handled and/or braced. Bracing shown on this drawing is NOT 'BCSI (772)464AI60 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to coqnetted wood true es'. TPI is located at: 218 North Lee Street �lexanaria 683-1010. E-mail: info@tpinst.org • Suite 312. VA 22314. Te ephone: (703) Read all manufacture's WARNINGS enclosed with drawin acke e. ARCS ENGINEERING LUMBER TC 2 X 6 SYP Na.2 -Except- T2 2 X 4 SYP No.2 BC 2 X 4 SYP No '2 WB 2 X 4 SYP Na.3 WEDGE Left- 2 X 4 SYP No.3 1 - Ply REACTIONS (Ib/size) 527/Mechanical, 2-432/0-8-0. 6-3/Mechanical Max Harz 2-188(LC 5 Max Uplift 5--27(LC 1). 2=-711(LC 3) Max Gmv 5-235(LC 3). 2-432(LC 1), 6=5(LC 2) FORCES (lb) - First Lead Case Only TOP CHORD 1-2-12, 2-3--23, 3-4-1. 4-5-3 BOT CHORD 2-8--5, 7-8-0, 6-7-1 WEBS 4-7=-5,3-8-40 ;0``1a1as+, H'elrpes (8 BRACING n TOP CHORD o a$t�rpp 4bw d�ehedthi7l directlyuon-0-0 B0T CHORD ^ id, �li'ng directly or 6- 0... braGl�yg. Q• : 1 1� � mz 0. �'J� • �� e•� 0 H M e� �B'flog snags° ®� -3-0-0 3-0-0 .4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS (law -rise); Lumber DOL-1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chard live load nonconcunent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 5 and 711 lb uplift at joint 2. LOAD CASE(S) Standard 2-0-0 3-0-0 2-0-0 1-0-0 7.00 12 1Y4 II 3X9 II 2-8-0 �-O-P 2-8-0 0-4-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: J3C SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: CSI TC 0.58 DErt m («) I/een Verlc(uu a.al B ' >90B Vd 360 PLATES GRIP t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be o.ss wa o.12 veH(n� a.02 2-8 >909 Her:(1L� o.ot 6 n/a 240 /a AS2o 246/195 24s/ts.9 hot -dipped al vani zed steel. z. Connector plgates are applied to both faces of truss at each joint. Where (uatd.) wne(ty o.02 2 e >aee i4o AS1BH LOADING DATE: 19 Mar 2010 dimensio s are not shown, plates are symmetrically placed about joint or as SOUTHERN indicate by circles (o). 3. Cutting and fabripti oo shall 6e ac amplished using equipment producing snug fuQly pates. Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting joints anrd embedded 4. unless o herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. LOADING (per) SPACING 2-0-0 COIlAPQ�1111ES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan TOLL 30.o Plot -Increase 1.00 TCDL 10.0 Lumber Increase 1.25 YES for the attachment of the roof to the uildi ng. BCLL 0.0 Rep SWee lncr BCDL 10.0 code FBC2007/TP12002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and can cause damage and Uersogqal Injury if improuerly ERECTION Fort Pierce, F1.34951 handled installed and/or braces Bracing shown on this drawing is NOT 'BCSI (772)164 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing F y • of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street 683-1010. E-mail: info@tpinst.org v Suite 312, Alexandria YA 22314. Telephone: (703) Reed all manufacture's WARNINGS enclosed with drawing package. ' ARCE ENGINEERING @N_s I, �A A�1 ,kip es 8932 QTY. 2 LUMBER BRACING 0,,l�' (� -I • • y I TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP Na.2 TOP CHORD �cyvF uixil yd'4heathin direcllyV t 0- SC 2 X 4 SYP Not , ¢G WB 2 % 4 SYP No.3 BOT CHOR� ^^'gis C ng directi r 8 O,oc br 6g. SLIDER Left 2 X 4 SYP No.3 1-5-7 w �J 7�" p 1 - ply REACTIONS (lb/size) 7-193/Mechanical, 2-678/0-11-5, 8-135/Mechanical Max HarUplift 7-- 28( 5) ^ 7 Max Uplift 7�-228(LC 5), 2=-722(LC 5), 8--112(LC 4) \ o FORCES (Ib) - First Load Case Only yy�� 0 /� ' TOP CHORD 1-2-12,2-3=0,3-4=-329,4-5=-325,5-11=0,6-11--20,6-12-0,7-l%- BOT CHORD 2-10=304, 10-13-291, 9-13=297. 9-14=0, 8-14=0 0 •. rr;6�� (� WEBS 5-10-51.5-9--314, 6-9--17 0 °"filll 11110 1 o-c . NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05. 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber OOL=1.33 plate grip DOL=1.33. 3)) This truss has been designed for a 10.0 psf bottom chord live load nonconeument with any other live Toads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 7, 722 lb uplift at joint 2 and 112 lb uplift at joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 13 lb up at 4-4-0. and 68 lb down and 133 lb up at 7-1-15. and 68 lb down and 133 lb up at 7-1-15 on top chard, and 35 lb up at 4-4-0, 35 lb up at 4-4-0. and 35 lb up at 7-1-15. and 35 lb up at 7-1-15 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase.1.25. Plate Increase-1.00 Uniform Loads (plf) VerL•1-4--60,4-7--60,2-10�-20, 9-toe-20,8-9--20 Concentrated Loads (Ib) Vert 11-13(8) 12--56(F= 28, B=-28) 13=35(F=17, 8=17) 14=35(F=17, 8=17) -4-2-15 2-9-15 �-7-1? 6-5-11 9-9-5 4-2-15 2-9-15 0-9-13 2-9-15 3-3-10 4x4 4x4 s `F•/`i I I c 3-7-12 6-5-11 ,_ 9-9-5 3-7-12 2-9-15 3-3-10 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs1 1. Connector plates are fabricated from 20 gauge ASTN A653/653M Grade A or better we :.4 hot -di ped galvanized steel. Me °'1a z. Connector plates are applied t0 both faces of truss at each joint. Where (�°«') dimensio s are not shown, plates are symmetrically placed about joint or as LOADING indicate by circles (o). SOUTHERN a. Cutting Ind fabr1,p11?�l shall pe accomplished using equipment producing snug CRITERIA: AI fitt ng Dints ar fu y embedded plates. TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (psf) �+OII��A�� s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0 member and is not intended as a bracing plan far the roof structure or as a plan TCOL 10.0 for the attachment of the roof to the Dullding. SCOL 0.0 BCDL 10.0 2590 N. Kings Highway Tru as can be d ngerous and can cause damage and personal Injug if im ro erly Fort Pierce,Fl.34951 hansdted installe� and/or braced. Bracing shown on his draw ng s NOT E�ECpf10N (T72}464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing of metal plate connected woad trusses'. TPI Is located at: 218 North lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.Org Read all manufacture's WARNINGS enclosed with drawing Rocks a. TYPE: CJ7C DEFL 1. (we) 1/dan L/d PLATES GRIP v:,tm Vert .19 9-10 >609 -0-039 9-10 > 05 3W 2440 AS20 248/I's Hors(1� -0.Ofi 8 A51t1H 246/195 WIM t( 1� 0.48 9-10 >242 240 GATE: 19 Mar 2010 a1 1_gnng rMAT0rv1 Version: 10.1a SPACING 2-0-0 Plates Increase 1.00 Lumber Inereaee 1.25 Rep Stroes Incr NO Code rBC2007/iPI2002 ARCE ENGINEERING `Upmes (8932) QTY. I LUMBER TC 2 X 4 SYP SS *Except* T3 2 X 4 SYP No.2, T4 2 X 6 SYP No.2 BC 2 X 4 SYP SS *Except* 81 2 X 4 SYP No.2, 84 2 X 4 SYP No.2 W22X4STIR No.2, W22 X 4 STIR No.2, Wl 2 X 4 SYP Na.2 W2 2 X 4 SYP No.2, Wl 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 WS 2 X 4 SYP No.3 •Except• W1 2 X 4 SYP No.2 WEDGE Right: 2 X 6 SYP No.2 1 - Fly REACTIONS (lb/size) 21=2341/0-8-0.10=2444/0-8-0 Max Hors 21=-359(LC 6) Max Uplift 21=-1906(LC 4). 10=-1907(LC 4) FORCES (lb) - Rrst Load Case Only TOP CHORD 1-21-1655. 1-22-1794. 22-23-1794, 2-23-1794. 2-24- 4-5-4225, 5-28-4225, 28-29-4225, 6-29-4225, 6-30=1 BOT CHORD 21-32-315. 32-33-315. 20-33-315. 20-34-0. 34-35-0, 16-39=0, 16-40=0, 40-41=0, 15-41=0, 14-15=-2604, WEBS 4-18=1908. 4-17= 1535, 7-15--790, 7-14=-642, 8-14 3-19-69.3-18--667, 6-17--208, 6-16=63, 6-15=1 195 BRACING ®1- �'% , . ^ -'1. • `: ',. TOP CHORD hrml'tv��a4,9hedthindireetlgo N udinq,. Ykaapt end 'Aucols. BOT CHOROZo iQ•cailietg directly p� or 3-2 8 oc braetng. WEBS ryw Pow�xeeR! midpt-,( p • (� m' (n a r; O 24-25-179' 25?J94, 3-2b3 11, 26-2$=�4i1 3411, 10-31=3001, t f-7-8=37799,, �c1 e9 1��0�� 1, 10-11=7 i-0, 19-36-0, 37-0 1 7-Oj 7d10 aY3189-=0, 38-39=0 =-1853, 12-13-�I 2-=►4i58r • ° , % i3.8 -73=967, 9-11� 2� a�.33aA-2020=1425, ,filla91f YB119�6 i NOTES 1) Wind: ASCE 7-05: 140mph (3-second gust); h-27ft; TCDL-6.Opsf. BCDL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. 2 Pravide adequate drainage to prevent water ponding. 33 This Wss has been deeigned for a 1D.0 psf bottom chord live load nonaancurrent with any other live loads. 4 All plates are AS20 plates unless otherwise indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1906 lb uplift at joint 21 and 1907 lb uplift at joint 10. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increas-1.00 Uniform Loads (plf) Vert 1-7=-60,7-9=-60,9-11=-60,18-21=-20,17-18=-20,14-17=-20, 13-14=-20, 10-13=-20 Concentrated Loads (Ib) Vert: 5--131(F) 7--264(F) 15--118(F) 3a-88(( 19--46(F) 22--88(F) 23--88(F) 24--88(FFjj 25=-88(F) 26--88(F) 27--88 28--131(F) 29--131(F) 30=-131(F7 31--131(9 32--46(F) 33--46(F) 34--46(F) 35--46%( 36--46(F) 37--46(F) 38--3(F) 39--3(F) 40--3(F) 41--3(F) J 33-0-0 5-0-9 9-11-7 15-0-0 21-4-4 26-0-0 30-4-0 31-0-0 36-0-0 5-0-9 4-10-13 5-0-9 6-4-4 4-7-12 4-4-0 0-8-0 3-0-0 2-0-0 5x4 = 5x8 AS18H zz- 4x6 = 1x4 II 3x9 = 4x6 AS18H = 3x8 = 7.00 112 1 1) 3 4 5 6 7 I x•t I I `JAO - 13 12 2.5x5 II 6x80 = 1x4 II 6x10 AS18H :::� 5x5 zz 6x6 = 6.00 r11 7xl4 AS18H 3x10 II 1X4 II 31=0-0 5-0-9 9-11-7 15-0-0 17-0-0 21-4-4 26-0-0 28-4-0 30-4-0 33-0-0 5-0-9 4-10-13 5-0-9 2-0-0 4-4-4 4-7-12 2-4-0 2-0-0 2-0-0 0-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: HH7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Cta 1C a.9e offL In (�a> '/da vat -0.341 8-17 >999 Ud 36a PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ec a.e2 v -a.9016-10 >432 o.sa 10 /e 240 V. AS20 246/195 hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where w6 0.99 (ueldx) No :c(1nu1 wua(W o.731s 17 is3e i4o A916H 246/195 LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles 10). o. Cptting nI fabr- atti shall 6e ac Omplished using equipment producing snug Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) .r��s°�° fltting ID1nts andr fupSy embedded plates. a. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING ( SPACING 2-0-0 s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20, Plotw Increase 1.00 10.0 Lumber Inc.- 1.25 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL BCLL D.0 Rep Stresslncr No for the attachment of the roof to the building. BCDL 10.0 Code FEC2007/11P12002 CAUTION: 2590 N. Kings Highway Trusses an bee daangerous and can cause damage and persogal injury if imppr0 erly r{nstalled drawing is NOT EREC�ION Fort Pierce, F1.34951 handled and/or braced. Bracing shown on this BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)4644160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pldte connected wood trusses'. TPI Is located at: 218 North Lee Street 683-1010. E-mail: infoetpinst.org S!O r Suite 312, Alexandria VA 22314. Telephone: (703) Read all manufacture's WARNINGS enclosed with drawln acka e. r y ARCE ENGINEERING ,�.°�`;��l1.1 kt;Crres (8 LUMBER TO 2 X 4 SYP No.2 *Except" T7 2 X 6 SYP No.2, T4 2 X 6 SYP No.2 8C 2 X 4 SYP No.2 BRACING v (� t '3'0y TOP CHORD a Waal tir�d heae. irectly4{p r� 0 purlins.. •" BOT CHORr iC �i'ng direct 5 2pc bracsg. W8 2 X 4 SYP No.3 WEDGE Left, 2 X 4 SYP No.3, RighL• 2 X 4 SYP No.3 ^^ a uJ' 1 -Ply REACTIONS (lb/size) 9-1504/0-8-0.1-1283/0-8-0 Max Horz 1e-259(LC 3)) �I{A\11 . . � �� Max Uplift 9=-878(LC 6). 1=-643(LC 4) , f� • , / �r� a n FORCES (Ib) - First Load Case Only m e TOP CHORD 1-2=-1695,2-3=-1567,3-4--1402,4-5=-2249, 5-6=-1865, 6-7=-278? 1124-,8-9=- 9-tOsl�� DOT CHORD 1-17-1463,16-17-1833,15-16-2032, 14-15-215Z 13-14-1848,12-13- 11 �12=1638,� -1620 1, • � O 6-14=495. 6-1 v�®5,�-T3-958. 7-12� �1��5gr45=156, WAS2-17=-76, 3-17-561, 4-17--583, 4-16�-835, 4-15-969, �89A 5-14--450 _7 �V O® o,'Bo6 ,v ,0em ify ®fie e �J 01 4.00 I I 0 Ty. 1 NOTES 1� Unbalanced roof live loads have been considered for this design. se); 2 Wind: ASCE 7-05. 140mph (3-second gust); h=27ft; TCDL=6.Opsf; SCOL-6.Opsh Category II; Exp C; enclosed; MWFRS (low -ri Lumber DOL=1.33 plate grip DOL-1.33. 3 Provide adequate drainage to prevent water ponding. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 878 lb uplift at joint 9 and 643 lb uplift at joint 1. LOAD CASE(S) Standard 2-0-01 9-0-0 15-0-0 20-4-4 24-0-0 1 30-4-0 31F*0 36-0-0 , 1 2-0-0 7-0-0 6-0-0 5-4-4 3-7-12 6-4-0 0-8-0 3-0-0 2-0-0 4x7 - 3x8 - 3x4 - 5x6 - 7.00 12 3 4 5 6 4x8 - 5x5 5x5 z� 5x4 - 6.00 12 3x9 II 1x4 II 31-0-0 12-0=0� 9-0-0 15-0-0 117-0-9 24-0-0 , 28-4-0 130-4-9 133-0-q 2-0-0 7-0-0 6-0-0 2-0-0 7-0-0 4-4-0 2-0-0 2-0-0 0-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR m 1a am Sc a.65 (M o.eo (Matrix) afft In Dee) Vert LL-a.1414-15 cD`L(Un> o.,e 9 Ve-0.4014-15 w�a(W oa214-1s I/de9 >999 >963 /_ 5999 TYPE: H9B Ud PLATES GRIP 360 240 AS20 248/195 / A51eH 246/195 i4o LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. CUttjng and fabriCattipp shall 6e ac omplished using equipment producing snug fully pates.. Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting Joints and embedded 4. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. LOADING pef) SPACING Increase 2-0-0 1.00 The permanent structural restraint shown is to prevent buckling of individual truss TCU. o.o Plates Lumber increase 1.25 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan member lding. TOOL 10.0 6CDLU. 0.0 Rep StressF13C2 Incr YES for the attachment of the roof to the but ecOL 10.0 code FBczoo7/rnlzooz CAUTION: 2590 N. Kings Highway Trusses can Ill dddngerous and caan cause damage and Cersogqal Injury if imUroperly tlrawing is NOT ERECTION Fort Pierce,Fl.34951 handled instaleo and/or bra cetl bracin8 shown on this 'BCSI (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 1�/ of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312. Alexandria VA 22314. TeleOhone: (703) 683-1010. E-mail: info@tpinst.org ARCE ENGINEERING tio`i a-k..AJ' es 8932 QTY. 1 LUMBER SPACING i� 1 1 ...( .n NOTES TO 2 X 4 SYP No.2 -Except- Tt 2 X 6 SYP No.2, T4 2 X 6 SIP N0.2 TOP CHORD � !r ptu�l nr�d�1}teathir7 dir.AU ..p —4-8 1) Unbalanced roof live loads have been considered for this design. BC 2 X 4 SYP No.2 0 a�.,,b4fnn� ✓ 2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); WB 2 X 4 SYP No.3 SOT CHOR� �tg �d i, directly 1jli or 6— t P. E%yg. Lumbar OOL=1.33 place grip DOL=1.33. WEDGE ^ A a 3 Provide adequate drainage to prevent water ponding. Left.- 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 a . -� ! 4 This Wss has heen designed far a IO.0 psf bottom chard five load nonconcurrent with any other live loads. 1 — Ply r 5 Provide mechanical connection (by otham) of truss to bearing plate capable of withstanding 910 lb uplift at joint 10 and REACTIONS (lb/size) 10-1504/0-8-0. 1-1283/0-8-0 c (/l 554 lb uplift at joint 1. Max Harz 1--332(LC 3) Max Uplift 10=-910(LC 6). 1--554(LC 5) �\ ° T� LOAD CASE(S) Standard FORCES (Ib) —First Load Case Only i , I I TOP CHORD 1-2=-158D, 2-3=-1568, 3-4=-1563, 4-5=-1460, 5-6=-1675, 6-7=-17Z =+e 824, 8-9=— 9-10=—T88,J', 1i36 BOT CHORD 1-18-1328,17-18-1186, 16-17-1581. 15-16-1591. 14-15-2038. 13-14— ,12—J3-1525, =1518 2(� WEBS 2-18=45, 3-18=-90, 4-18=300, 4-17=515, 5-17=-960, 5-16=641, 6-16= 6 �1r5a455, 7-15-5 7.� _R_?4� �1074, 8-13--811, 9-12-64 fop 1'' • 3 S.�N� '�� % ®8 � AB VBN", i000 33-0-0 12-0-0, 6-0-0 , 11-0-0 15-0-0 22-0-0 26-2-0 30-4-0 31,-9-0 , 36-0-0, 2-0-0 4-0-0 5-0-0 4-0-0 7-0-0 4-2-0 4-2-0 0-8-0 3-0-0 5x4 = 2-0-0 3x4 — 4x8 _ _ -T 4 5 6 4.00 cc I 0 5x4 = 18 17 5x5 3x4 = 0X3 w� 13 12 3x9 II 4x8 = 5x8 : 5x5 z� 5x4 = 6.00 FM 31x9 II 311x04 -0'I 6-6-0 15-0-0 17-0-Q 22-0-0 28-4-0 �0-4-Q ,33-07Q 6-6-0 8-6-0 2-0-0 5-0-0 6-4-0 2-0-0 2-0-0 0-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H11 B SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl To 0.58 oE1L In 11,14 >9 va Vernal _C.15 7-18 >aB9 380 >ess 240 PLATES GRIP t. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better -di zed steel. Bc 0.69 WS 0.70 v°epL)-o.�s17-1e HonDU 0.18 10 n/e /e 240 AS20 246/195 ASISH 246/195 hot Aped galYanl z. Connector plates are applied to both faces of truss at each joint. Where *td-) wlne(tL) 0.1615-16 >0B8 LOADING DATE: 19 Mar 2010 dimensions are not shown plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o): o, Cpttjng and fabritati shall 6e accomplished using equipment producing snug Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting JOlnts anrd f.??y embedded plates. 4. Unless oLLLherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individua l truss LOaolnc (pap spaCINO 2-0-0 TOLL 2o.a Plata lnereese 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan the TOOL to.a Lumbar increase 1.25 BCLL o.o Rep Stress lncr YES for the attachment of the roof to building. CAUTION: BCDL 10.o code FBc2007/1PI2002 2590 N.Kings Highway Trusses can be dangerous and can cause damage and personal Injury if imppro erly braced. Bracing this drawing is NOT ERECYION Fort Pierce, F1.34951 handled installed and/Or shown on BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is located at: 216 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read ail manufacture's WARNINGS enclosed with drawing package. v� ARCS ENGINEERING tie`1 idmes I LUMBER TC 2 X 4 SYP No.2 *Except* T1 2 X 6 SIP No.2. T4 2 X 6 SYP No.2 BC 2 X 4 SYP No.2 BRACING ® TOP CHORD q xr,.+ftumi N�d eathin irecdy ap HOT CHORD% H ceiling directly ap I or 5-11 WB 2 X 4 SYP No.3 WEDGE yrtBS y 4at mid 1 p Left:- 2 X 4 SYP No.3. Flight: 2 X 4 SYP No.3 �► m' (f] 1-Ply EACRONS (lb/size) 10=1504/0-8-0, 1-1283/0-8-0 Max Horz 1--404(LC 3) 4 0� '• Max Uplift 10=-937(LC 6). 1=-581(LC 5) ^ m FORCES (lb) - First Load Case Only • TOP CHORD 1-2=-1548, 2-3--1406. 3-4=-1173. 4-5= 1083, 5-6=-1294, 6-7--173@• =1a703, 8-9= 9-10= lZ; 13 HOT CHORD 1-18m1340,17-18-1214.16-17-1199.15-16-1331, 14-15-1917,13-14= 12-io m1497, �- 2�1484 5-16-706. 6-16--89, 6- >�60 7-3a=-534. 7-14= 1300`�13 WEBS 2-180-129, 3-18-183. 3-17--151. 5-17=-351, 9-12-64 ® ' •• 3 S � d®aean��,% 191 ¢ I I 4.00 0 I 0 5x4 - 3x9 II PLATE: AUTOMATIC SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 K. 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; 8CDL=6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33. 3)) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 P. bottom chord live load noneoncurrent with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 937 lb uplift at joint 10 and 581 Ib uplift at joint 1. LOAD CASE(S) Standard 33-0-0 .2-0-9 7-3-8 13-0-0 j5>� 20-0-0 , 25-7-10 30-4-0 31,-9-0 136-0-0, 2-0-0 5-3-8 5-8-8 2-0-0 5-0-0 5-7-10 4-8-6 0-8-0 3-0-0 4x6 = 2-0-0 4x8 = 5x6 - 05 5 6 18 17 5x5 3x4 = 5x5 ::z 13 12 4x4 - 50 � 5x5 zz 5x4 - 6.00 ri'£ 3x9 II 3ll-xg-q I 7-6-0 15-0-0 17-0-Q 22-11-12 28-4-0 �0-4-p 3-0- 7-6-0 7-6-0 2-0-0 5-11-12 5-4-4 2-0-0 2-0-0 0-8-0 AMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each Joint here dimensions arenot shown, plates are symmetrically placed about Joint or as indicated by circles (o). 3. Cutting and fabrication shall be accomplished using equipment producing snug fitting Joints and fully embedded plates. 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint showwgn is to prevent buckling of individual truss member aattachnot intend ment of dray tbracino thebuplannfor the roof structure or as a plan g. CAUTION: Trusses can be d ngerous and can cause damage and persogal Injury if im ro erly handled installead and/or braced. Bracing shown on this ddraw ng is NOT EPEC?ION BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: info@tpinst.org Read ail manufacture's WARNINGS enclosed with drawln2 Cackage., I 0 I d 0 R TYPE: H13B es1 DE1L In 11-1 V:•n Lyd PLATES GRIP TC 0.98 BC 0.59 Verl((LL) -0.IS 1fi BBB V•ntnl 1.4417-18 > 74 360 24 AS20 246/195 WB 0.36 Hors(7L 0. is10 ASISH 246/195 (yam) Wind 0.2216-17 >999 240 LOADING DATE: 19 Mar 2010 Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (psi) SPACING 2-D-o TCLL 20.0 Plates Incroase 1.00 TCOL 10.0 Lumber lncreaae 1.25 BCU. 0.0 Rep St- Incr YES BCDL 10.0 Code FRC2007/TPI2002 7Z ARCE ENGINEERING 8932 QTY. 1 LUMBER BRACING O ° Q "I �•. A NOTES TC 2 X 4 SYP No.2 *Except* Tl 2 X 6 SYP No.2, T4 2 X 6 SYP No.2 TOP CHORD q:S t �(�� sheathin irectly fiPp' r..- 1) Unbalanced roof live loads have been considered for this design. BC 2 % 4 SYP No.2 o puriins. p 2 Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf: Category II: Exp C: enclosed; MWFRS (low—rise); WB 2 % 4 SYP No.3 BOi CHOI'D_ iQ°c g direct] 5 1°S oe s+ Lumber DOL=1.33 plate grip DOL-1. . WEDGE e. asi�yg + 3)) Provide adequate droinage to prevent water ponding. Left- 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 WEBS v RoW'8t 1d„ 4) This Wss has been designed for a 10.0 psf hottam chord live load nonconcurtent with any other live loads. 1 — Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 9 and 604 REACTIONS (lb/size) 9-1504/0-8-0, 1-1283/0-8-0 �. ° _® lb uplift at joint 1. Max Horz 1--476(LC 3 � ° ® LOAD CASE(S) Standard Max Uplift 9= 959(LC 63, 1=-604(LC 5) 0 FORCES (lb) — First Load Casa Only d _ \ e TOP CHORD 1-2= 1425. 2-3=-1289, 3-4=-1028, 4-5=-1074, 5-6=-1110, 6-7--2535 8= 727, 8-9=--((�� , 9-1015 SOT CHORD 1-17�1236,1fi-17=1142,15-16=1029,14-15-1709. 13-14-1709, 12-13� 11—Rg=1490. 4y —i475 ArJ ; WEBS 2-17=-95. 3-17-168. 3-16=-286, 4-16--203, 4-15-638, 5-15-315, 6-15=V9*—i$=146, 6—�3 4if /:to'9da 70y�2=-802, Va BNB ego 33-0-0 1 4.00 I I 0 �_O_4 8-6-0 15-0-0 118-0-0, 24-2-0 30-4-0 31—Q-0 ,36-0-0, 2-0-0 6-6-0 6-6-0 3-0-0 6-2-0 6-2-0 0-8-0 3-0-0 5x5 = 2-0-0 4x5 5x4 = 17 16 1x4 II 5x5 z:z 12 11 3x9 II 4x4 = 5x7 5x5 6 5x4 31-0--Sx9 I I 8-6-0 15-0-0� A 24-2-0 28-4-0 i0-4 �(]�3 ;Q—p 8-6-0 6-6-0• 2-0-0 7-2-0 4-2-0 2-0-0 2-0-0 0-8-0 0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CONTRACTOR TYPE: H16B rsl DTFL 1n (oe) '/da t!d PLATES GRIP To O.SB Vert LL —0.11 h15 >iBe 360 24e/195 >aa9 2/1 I. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better Be o.es wn�1L3—o.3s14—ts As2o re o.e{ H°aOfn1.)l 0:17 a /e /° As1eH 2{6/195 i4o hot di ped Aal vanized steel. Connector are applied to both faces of truss at each joint. Where (uatdx) wne<W o.1s1{—ts >s9e LOADING GATE: 19 Mar 2010 z. plates dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicatEd by circles (a). 3. CVtting and fabri atipp shall be ac omplished using equipment producing snug fully embedded pates. CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.la TRUSS fltting joints ancd a. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (par) SPACING 2-0 0 1.25 COMPANIES s. The permanent structur00 al restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan I.rI..r se Tcu 20.o Plot.Lumber TCOL 10.o Wmber lncIncr roaee 1.25 �.Yr� for the attachment of the roof to the building. CAUTION: BCDL 10.0 FBc2o07/TPt2100022 2590 N. Kings Highway g B Y Trusses can be dangerous and can cause damage and personal injury if improperly braced. Bracing on this Drawing is NOT ERECTION Fort Pierce, Fl. 34951 handled installed and/or shown BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 ° COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to connected wood trusses'. TPI 1s located at: 218 North Lee Street Alexandria Telephone: (703) 683-1010. E-mail: info@tpinst.org Suite 312, V 22314. Read all manufacture's WARNINGS enclosed with drawing acka e. ARCS ENGINEERING ul ,f'®,mes89QTY. LUMBER BRACING ov. ^ ' •'• v',p NOTES TC 2 X 4 SYP No.3 TOP CHORD o Sjtxclur�l •rdad aheaYMri direcUf 8p —0-0 1) Wind: /SCE 7-05; 140mph (3—second gust); h-27R; TCDL=6.Opsf; BCDL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low—rise); BC 2 X 4 SYP No.3 rfin T� ow Lumber DOL=1.33 plate grip DOL=1.33. 1 _ pb, SOT CHORD��id directly p}�11 or 10— oc 2)) This truss has been designed fora 10.0 poll bottom chord live load noncancufient with any other live loads. a rhr.eiC '• �- 33 Gable requires continuous bottom chard bearing. REACTIONS (Ib/sixa) 1=58/2-0-0, 2=44/2-0-0, 3=15/2-0-0 a!J ..LL�� 4 Bearing at joint(.) continuous, parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should Max Horz 1=61(LC 5) .. •°' verify capacity of bearing surfoca. and 61 Max Uplift 1--17(LC 5). 2=-61(LC 5) e (n m 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at Joint 1 Max Grav 1-58(LC 1), 2-44(LC 1), 3-29(LC 2) _` ® lb uplift at joint 2. FORCES (lb) — First Load Case Only - O` ^ /77 m LOAD CASE(5) Standard TOP CHORD 1-2=-19 SOT CHORD 1-3=0 O •° C 6b i • op ' • 3 S N •'�y� ®° V "fill d 9 9 9�% B%v ®0 2-0-0 2-0-0 2 x 4 :-- 2-0-0 2-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: MV2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs TC 0.07 DEiL 1" (Ie°) I/den t/e V°R n/e — n/a ..e 999 PLATES GRIP +. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better DC 0.04 ws 0,00 vert /° — n/a wn m -0.00 ' AS20 246/195 As+eH 246/195 hot-diuuped galvanized steel. z. Connector plates are applied to bath faces of truss at each joint. Where ("°t`'") LOADING DATE: 19 Mar 2010 dimensions arenot shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). a. Cutting qn fabri atiup shall be ac omplished using equipment producing snug fully Version: 10.1a CRITERIA: ANSI/TPI 1 2002 (MATRIX) fitting joints anrd embedded plates. a. Unless otherwise noted, compression top chard to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss LOADING (psi) SPACING 2-0-0 rcLL 2o.o Plateslnereaee 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL io.o Lamber lnereeee 1.25 BCUL o.o Rep Stress finer YES for the attachment of the roof to the building. BCDL t0.0 Code FeC2007/rP12002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and can cause damage and grso al inju y if imuroperly this drawing is NOT ERECTION Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on BRACING. Refer to the Truss Plate Institute (TPI)• publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing l I of metal pI�1pya�deeety� 22314. TeleohonePl(703)o683-1010. Elmall: Info@tpinsttorg (Ziiofit° 112 ARCE ENGINEERING �o`' 4i =FI/� es 8932 QTY. I LUMBER BRACING 0 • P NOTES TC 2 X 4 SYP No.3 TOP CHORD o�S�jlgturaiW�4(ieathIng Irectly sep M��-0-0 1) Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Erp C; enclosed; MWFRS (Iow—rise); BC 2 X 4 SYP No.3 Rdny udl'ns\except end v cols. Lumber DOL=1.33 plate grip DOL=1.33. WB 2 X 4 SYP No.3 SOT CHORD, id•c i�Fi ng dircctl 0 1 0'oc e. 2) This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Goble requires continuous bottom chord bearing. 1 —Ply '• uJ ,�I �i}, •� 4 Provide mechanical connector (hy others) of trues to hearing plate capable of withstanding 38 lb uplift at joint 1 and 119 REACTIONS (lb/size) 1-133/4-0-0, 3-133/4-0-0 Max Horz 1 e•138(LC 1) "' lb uplift at joint 3. Max Uplift 1=-38(LC 5), 3=-119(LC 5) 1� n a LOAD CASE(S) Standard FORCES (lb) — First Load Case Only () f-n TOP CHORD 1-2=-42,2-3=80 BOT CHORD 1-3=06�rV 7 J 0 ®� 4-0-0 4-0-0 1.5x4 I I 2 2x4 i 1.5x4 II 4-0-0 4-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DES]( SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 11 connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). D. cutt1'ng and fabritati shall be accomplished using equipment producing snug SOUTHERN fitting olnts and fuiiy embedded plates. TRUSS Unless oi'herwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES 5, memberrandeis not intendedeasreibracinggg pplantforrthenroofcstructurelorlasdaaplanuss far the attachment of the roof to the building. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 can be dangerous and can cause dart installed and/or braced. Gracis Refer to the Truss Plate Instilt T SAFETY INFORMATION. Guide to goo plate connected wood trusses'. TP 2, Alexandria VA 22314. Telephone: manufacture's WARNINGS E-m nort E-mail: th draw! ING N TO ERECTION CONTRACTOR Cs! 1 Ta . IC o,1e wB 0.00 (Maw) LOADING LOADING TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 TYPE: MV4 vert(l wn)l — I/d nfl ce aea PLATES GRIP A520 24e/195 0n.% Norz(IL00 n/a n/a /SIGH 246/195 DATE: 19 Mar 2010 'PI 1-2002 (MATRIX) Version: l0.la SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2007/IP12002 'y L �7 ARCE ENGINEERING tioa` ,,1 1 ' :t `!eies 8932 W I' • 1 LUMBER TC 2 x 4 SIP No.3 BC 2 x 4 SYP No.3 BRACING o • ((''�� 1 • • A TOP CHORD tu,a1 %bdQeathin ,rectty ep }��-2-0 o .0 sN except end 'cats. � NOTES 1) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); Lumber DOL-1.33 plate grip DOL-1.33. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. WS 2 x 4 SYP No.3 SOT CHORI .' i jrc�iijng direct! 1 b oe d bottom bearing. 1 'Ply REACTIONS (lb/size) 1:213/6-0-0.3-213/6-0-0 .C�. ar 3 Gable requires can,chord 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 1 and 190 Max Harz 1 221(LC 5) " ° " lb uplift at joint 3. Max Uplift 1� 61(LC 6), 3--190(LC 5) 0 ` LOAD CASE(S) Standard FORCES (lb) — First Load Co.. Only 1-2--66.2-3-129 T TOP CHORD SOT CHORD 1-3=0 mm VeMN 6-0-0 6-0-0 2x4 i 6-0-0 6-0-0 1.5x4 11 1.5x4 11 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hat di pedyal vanized steel. Z. Connecter plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: MV6 CSI °ErL In (I°°) I/°afl Ud PLnTes GRIP TC 0.90 vMc(LL 246/195 Be 0.47 ve 91 a/. BBB Ire 0.00 N°�� ° d0 "/° "/° A51eH z45/195 (ubw LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. C ttiing anq fabri atti pp shall he ac am lished using equipment producing snug � fuQly embedded Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS f.tting Joints an p�atpes. 4. Unless otherwise noted, compression top chord to be continuously braced by the sheathing. LoaolNc ((pef) SPACING 2-0—11 roof s. The permanent structural restraiflt shown is to prevent buckling of individual truss or as a TOLL 2a.o Plot.Inareae. 1.00 TCDL 10.0 Lumb.rMerea.e 1.25 COMPANIES member and is not intended as a eracinA plan for the roof structure plan 9CLL 0.0 Rep Stress lnu IFS for the attachment of the roof to the building. BBC10.0 cad. MC2007/M2002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and cdn causg damage and Uersopal injury if impr02erly is NOT ERECTION Fort Pierce, F1.34951 handled installed and/or braced Bracing shown on this drawing BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING (772)4644160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing North Lee Street 7(0 ' of metal plate connected wood trusses'. TPI is located at: 218 YA 22314. Telephone: (703) fi83 1010. Email: info@tpinst.org Suite 312, Alexandria Read all manufacture's WARNINGS enclosed with ng packlaiclie. ARCE ENGINEERING S°�i'�`�'�1�g ft' es 8932 QTY. LUMBER TO 2 X 4 SYP No.3 BC 2 X 4 SYP No.3 WB 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1—P REACTIONS (lb/size) 1--6/8-0-0, 4-158/8-0-0. 5-400/8-0-0 Max Horz 1=286(LC 5) Max Uplift I 35) CLC Max Grrav 1 172(LC 4=158(LC 1). 5=400(LC 1)5) FORCES (lb) — First Load Case Only TOP CHORD 1-2= 199, 2-3=-51.3-4=95 BOT CHORD 1-5-0,4-5-0 WEBS 2-5-242 BRACING v (� 1 —I ' • F NOTES TOP CHORD ®S etuxal 1-61:1Vn }9f-0-0 1) Mind: ASCE 7-05: 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCOL=6.Opsf: Category 11; Exp C; enclosed; MWFRS (low—rise); O �Cs buens� xcept�° Lumber DOL=1.33 plate grip DOL=1.33. BOT CHOR('� `FAgie cei g direcU2) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrant with any other live loads. �33 Gable requirrs continuous bottom chord bearing.4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1. 141 Ib uplift at joint 4 and 357 Ib uplift at Joint 5. LOAD CASES) Standard r6 � m > �O. %> ° •�See , o0 0 —0-0 8-0-0 1-0-0 7-0-0 I 0 I 0 lx4 i 8-0-0 8-0-0 1.5x4 II 3 1.5x4 II PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot di ped yal vani zed steel. 2. Connector plates are applied to both faces of truss at each joint Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: MV8 cs DEF. In (I«) I/d•a t/d PLATES GRIP To 0.5g vmt((LLUU n/e — n/a sag ec 0,30 11.116 /a — /a Bog AS246/i9s we o.10 Ha x(1L) 0.00 �/a n/a AS 1 aH 246/195 ("°") LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (a). o. C(Itting and fabri ati p shall be ac omplished using equipment producing snug pates. version: 10.1a CRITERIA: ANSI/TPI 1 2002 (MATRIX) fitting joints an fuQly embedded a. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss L0401Nc (psf) SPACING 2—o-0 TCLL 2o.o 00 1.25 125 COMPANIES member and is not intended as a bracing plan for the roof structure or as, a plan LumbPic er rIncIncraeae TCDL 10.0 Lumber Increase ectL a.0 Rep re. lner YES for the attachment of the roof to the bull ding. acoL 1a.o coda FBC2007/rPI2002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and caan cause damage and uersonnal inju y if imppropperly �s ERECl10 Fort Pierce, Fl. 34951 handled installed and/or bracetl. Bracing shown on this tlrawing NOT BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING 1_ (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing '7l of metal pl to connected wood trusses'. TPI 1s located at: 218 North Lee Street Alexandria E-mail: infoetpinst.org Suite 312. vd 22314. Telephone: (703) 683-1010. Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING `s°.�4'IJta7aes LUMBER BRACING 0� O � n y +° TC 2 X 4 SYP No.2 •Except' Tt 2 X 6 SYP No.2, T4 2 % 6 SYP No.2 TOP CHORD ` t51,wSdi sheathiirectiy &pp r BC 2 X 4 SYP No.2 1 oZ pm.U. S6 . % WB 2 X 4 SYP No.3 BOT CHORD.®. Id�c g diroctly YiD � � WEDGE "'aeirl� "w^ A ,w Left: 2% 4 SYP No.3, Right, 2 X 4 SYP No.3 W®S A VR°w °t 1 1 - ply REACTIONS (lb/size) 2-1504/0-8-0, 10=1283/0-8-0 Max Horz 2-529(LC 4) 0 ` - Max Uplift 2=-973(LC 5), 10=-618(LC 6) FORCES (lb) - First Load Case Only ro e v TOP CHORD 1-2-12. 2-3=-1340. 21-4=-1201, 4-5=0, 5-6=-927, 6-7=0, 7-8=0. 8-9= 2, �v10=-2008-.6 80T CHORD 2-15-1151,14-15=1067,13-14-1067,12-13-1361, 11-12-1361. 10-11=1 o `� WEBS 3-15=-85, 4-15=177. 4-13--284, 6-13-690, 8-13--650, 8-11=231. 9-11 28f}' ®sood�l.aViq\\®% "I'll IWO - ),� -3-0-02-0- 9-3-0 16-6-0 3-0-0 2-0-0 7-3-0 7-3-0 PLATE: AUTOMATIC ddfthlj�, SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 SI 1. 2. I ell m .5 NOTES 1) Unbalanced roar live loads have been considered for this deslgn. 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27H; TCDL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL-1.33. -3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 973 Ib uplift at joint 2 and 618 Ib uplift at joint 10. LOAD CASE(5) Standard 4x6 7.00 F72 6 23-9-0 31-0-0 7-3-0 bx/ II 15 1,4 13 IL II - 4x4 = 3x4 = 3x8 = 3x4 = 4x4 = 9-3-0 9-3-0 16-6-0 23-9-0 7-3-0 7-3-0 33-0-0 9-3-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR 'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: es are fabricated from 20 gauge ASTM A6531653M Grade A or better vanized steel. es are applied to both faces of truss at each joint. Where not shown, plates are symmetrically placed about joint or as ircles (o). bri atiun shall be ac omplished using equipment producing snug anrd fully embedded pates. se noted, compression top chord to be continuously braced by the structural restraint shown is to prevent buckling of individual truss not intended as a bracingA plan far the roof structure or as a plan meat of the roof to the outlding. CAUTION: dangerous and can cause damage and erso al Injury if im ro erly led and/or braced. Bracing shown an his arawng is NOT EPtECpfION to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING TY INFORMATION. Guide to good practice for handling installing connectedd wood trusses'. TPI is located at: 216 North Lee Street xandria YA 22314. Telephone: (703) 683-1010. Email: tnfD@tpinst.org s. ...� weantfnrGS enclosed with drawing package. CS1 b6FLIn (1.<) I/aan BBC 0:61 veA((D11LLl)JJ -0.1710-ii >BBe O rix0*69 M-M(LL) 0.13130.10 is >99/99 LOADING LOADING (P f) SPACING 2-0-0 TCLL 20.0 Plot m In-. 1.00 TCOL 10.0 Wmlwr Ineraaee 1.25 BCDL 12:2 Coda FBCY007/TP120002 TYPE: T2 3. PLATES GRIP 24400 24 AS20 0/195 A516H 246/195 DATE: 19 Mar 2010 Version: l0.la Mr * es ARCE ENGINEERING d�`j ®+I� r:� 8932 QTY. 2 BRACING 4 -t +° NOTES TCM2 X�4 SYP No.2 •Except• T1 2 X 6 SYP Na.2, T7 2 % 6 SYP No.2 TOP CHORD 0S~al d ealhk�ig direc(IyQ a'°n4-0-9 2 Unbalanced roof live loads have been considered h= for this design. BC 2 X 4 SYP No.2 o CE .tu,o�t `O • 2) U n o ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed-, MWFRS (law -rise); WB 2 X 4 SYP No.3 BOr CHORDS d,eeiling directly 11 or 5-4- oc brar°jng. Lumber DOL=1.33 plate grip DOL=1.33. �RRRRii bbtt77rmn �12 ✓' 3 This truss has been designed far a 10.0 psf boHom chord live load nonconcurrent with any other live loads. LWEDGE ef 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 WEBS r : b dptA �( 0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 1 and 621 1 -Ply . m+ lb uplift at joint 9. REACTIONS (Ih/size) 1-1293/G-8-0, 9-1293/0-8-0 a (� �• LOAD CASE(S) Standard Max Harz 1--Sol(LC 3)) ` a Max Uplift 1=-621(LC 5). 9=-621(LC 6) 0`V I-r. FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1414, 2-3=-1219, 3-4=0, 4-5=-933, 5-6=0, 6-7=0, 7-8=-1468, >!- dl4 BOT CHORD i-14-1241, 13-14-1083. 12-13-1083. 11-12-1367, 10-11-1367, 9-10-1 WEBS 2-14=-160. 3-14-190. 3-12--296, 5-12-697, 7-12--� 650, 7-10=231, 8-1 427 'ono �,`� •�� ®O 12-0 9-3-0 16-6-0 23-9-0 , 31-0-03-0- 2-0-0 7-3-0 7-3-0 7-3-0 7-3-0 2-0-0 I 4.00 I III 0 4x6 = 7.00 12 5x7 11 14 13 12 11 10 `Ar 4x4 = 3x4 = 3x8 = 3x4 = 4x4 = 9-3-0 16-6-0 1 23-9-0 a 33-0-0 1 - 9-3-0 7-3-0 7-3-0 9-3-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `C T0.64 1. Connector plates are fabricated,from 20 gauge ASTM A653/653M Grade A or better 8c n.se hot -dipped galvanized steel. we 0 z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as LOADING indicated by circles (a). 3. Cuttjng andd ffabricatiup shall be accomplished using equipment producing snug CRITERIA: A SOUTHERN fitting oints and fully embedded plates. TRUSS USS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LawlNc 20.0 COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 2o.0 member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 for the attachment of the roof to the bu9lding. BCQL 0.0 - _ BCDL 10.0 2590 N. Kings Highway Trusses can be ddngerous and can Fort Pierce, Ft.34951 handled installe� and/or braced. (772)464 4160 Fax:(772)3I8-0015 BRACING. Refer to the Truss Plat COMPONENT SAFETY INFORMATION. Gu of metal pl to connected wood tr Suite 312. Alexandria VA 22314. ng NG 0 II TYPE: T2A DEFL in Qaa) I/da0 L/d PLATES GRIP V:;N( ) -0.11 1-14 >999 360 Vert(1L) -0.33 1-14 >999 240 AS20 246/195 Horx(TL) 0.11 B /a /a A516H 246/195 wind(LL) 0.13 12-14 >99B 240 SPACING 2-0-0 Plot. Inamaee 1.00 lumbar Increase 1.25 Rep Stress Incr YES Code FBC2007/TPI2002 DATE: 19 Mar 2010 Version: 10.1a liq ARCS ENGINEERING orpes 8932 STY 2 LUMBER BRACING ' • ((�� 1 -( • • y O NOTES T3 2 X 4 SYP SS. T3 2 X 4 SYP SS. T2 2 X 4 SIP No.2 TOP CHORD ,� tonal v�d`sh athln irecUy op ' F••m 1 Unbalanced roar live loads have been considered for this design. TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP No.2 O yiCl•'0 purlins. f 2� Wind: ISCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCOL=6.Opsf; Category II; Fxp C; enclosed; MWFRS (low-rise); BC 2 X 4 SYP SS •Except• B2 2 X 6 SYP No.2 80T CHOR� 'Rigid tong direcU or 6 yc Lumbar DOL=1.33 plate grip DOL=1.33. WB 2 X 4 SYP No.3 a• )� ?Y r 3) This truss has been designed for a 10.0 pal bottom chard live load nonconeurrent with any other live loads. WEDGE ` : b 4 A.II plates ore A520 plates unless otherwise indicated. Loft: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1124 lb uplift at joint 2 and 1 - Ply e (n a 764 lb uplift at joint 14. REACTIONS (lb/size) 2-1758/0-8-0, 14-1529/0-8-0 �j® 0 6) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (� or back (B). Max Hors 2=529(LC 4) O Max Uplift 2=-1124(LC 5), 14=-764(LC 6) r • ^ • r l LOAD CASE(S) Standard 1) Regular. Lumber n'reaee=1.25, Plata Increas-1.00 FORCES (Ib) - First Load Case Only r • Uniform Loads If TOP CHORD 1-2-12, 2-3--1737, 3-4--1717, 4-5-0. 5-6--1745, 6-7--1687, 7-8=-5' 8-9:25, 9-Idj�'1912, 10A1�gl�1�i2�, Vert 1-3--60, 3-8=-60, 8-13--60, 13-14=-60, 2-18�-20, 18-21--70(F--50), 14-21--20 12-13--2088, 13-14--2351 _ Q.• ®� SOT CHORD 2-20-1463,19-20=1505,18-19=1515,18-21=1314, 17-21=1314, 16-17-18 1 if 8 5,14- WEBS 7-9--1217, 6-18=52, 7-18-619, 9-17-1005, 10-17--325, 12-17=-296, 12-141744, q(-Zd>�-o1$>�•4�`�8p y 2�41�13-15--1fi6 V9 Bi A 00�1V®® 3-0-0 0 q� 6-9-0 1 3=0 114-0-0,16-6-Ql9-0-921-9-01 26-3-0 31-0-0 P-01P 3-0-0 2-0-0 4-9-0 4-6-0 2-9-0 2-6-0 2-6-0 2-9-0 4-6-0 4-9-0 2-0-0 I 0 I 4.1 rn I 0 3x4 = 7.00 12 3x4 - 8 -A 4 5x/ II 20 19 18 17 16 15 4x8 AS18H = 3x10 - 4x4 = 4x4 = 3x10 = 4x8 AS18H = 6-9-0 11-3-0 21-9-0 26-3-0 33-0-0 6-9-0 4-6-0 10-6-0 4-6-0 6-9-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTIO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot -dipped galvanized steel. 2. Connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circlets (no). c SOUTHERN 3. fitting aanintsbancdafu�lyshall bedaplatesjshed using equipment producing snug a. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracin plan for the roof structure or as a plan for the attachment of the roof to the gullding. 2590 N. Kings Highway CAUTION: S B y Trusses can be dangerous and can taus damage and grsogal injury if imup[[o erly Fort Pierce,Fl.34951 handled installed and/or braced. Brac�ng shown on this drawing is NOT EREC�ION (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312„ Alexandria YA 22314. Telephone: (7031 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. CONTRACTOR TYPE: T2B m OFFL la ) i/d•n t/d PLATES GRIP TC 0.73 Be 0.81 ws 0.89 ven(W VaR Fbrrzz((77LLJ —0Mt 7-18 >eee -0.SB 17-1.1 >674/ 0.10 14 360 210 / -20 248/195 AS1 SH 246/195 (Yaldx) w;nd(I 0.441 >887 240 LOADING DATE: 19 Mar 2010 _... .,, ,,r , �r,ar•, Version: 10.1a LOADING g) SPA CINGIncrease 2-0-0 TCLL 0.0 Plotm 1.00 TCOL 10.0 Lumber In—aee 1.25 SCU. 0.0 Rep Stren Incr NO BCDL 10.0 Code FBC2007/IP12002 C60 ARCE ENGINEERING o`' W'�ata C .,Omes 8932 QTY. 5 LUMBER T3 2 X 4 SYP SS, T3 2 X 4 SYP SS, T2 2 X 4 SYP No.2 BRACING ' //�'� `�1j --�I • TOP CHORD MV11Ct'�gI. 0eothitrg irectly'app r NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; SCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); TC 2 X 6 SIP No.2 •Except• T2 2 % 4 SYP No.2 BC 2 X 4 SYP SS +Except• 82 2 % 6 SYP No.2 �{YYGO BOT CHORDq do t�F g directly or 5- e: bra-ci1S P. Lumber OOL=1.33 plots grip Dor . 03. 3)) This truss has been designed fora 10.0 pef bottom chord live load nonconcurtent with any other live loads. WB 2 % 4 SYP No.3 WEDGE +r J :.b ^" ( herwis; indicated. P P 9 P , ) 4) All plates ara AS20 plates unless 5 Provide mechanical connection h othersof truss to bearinglate capable of withstanding 771 lb u lift at Dint 1 and 767 Left: 2 X 4 SYP No,3, Right: 2 X 4 SYP No.3 1 - Ply ^ (n a Ib theuplift A joint 13. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). REACTIONS (Ib/size) 1=1547/0-8-0, 13�1539/0-B-0 a � Max Hors 1--501(LC 3 Max Uplik 1=-771(LC 5), 13=-767(LC 8) 0 `_ rT�. - ^ " r q LOAD CASE(S) Standard 1) Regular Lumbar Increas-1.25, Plate Increase-1.00 FORCES (lb) - First Load Case Only 5-6--1700, s rc'� \ 6-7--144, 7-B. e-l� -1918. -101b, 10-11 li "' 94, Uniform Loads (plf) Vert 1-2=-60, 2-7�-60, 7-12=-60, 12-13=-60, 1-17�-20, 17-20�-70(F�-50), 13-20=-20 TOP CHORD 1-2--1812, 2-3--1745, 3-4-0. 4-5--1758, 12-13--2357 BOT CHORD 1-19-1553. 18-19-1529, 17-18-1539, 17-20-1321. , � /'�/ 16-20-1321, 15-16-18�8. 14*15=4§71, 13--tA O�{ WEBS fi-6--1224, 5-17-49. 6-17-630. 8-16-1004, 9-16--322, 11-16--294, 11-1�2, 3-a3�Z�9Z� �14 e19tia=7��2-14=-165 �Q 6-9-0 11-3 0 ,14-0-0,16-6-Ql9-0-921-9-0, 26-3-0 31-0-0 3-0- 2-0-0 4-9-0 4-6-0 2-9-0 2-6-0 2-6-0 2-9-0 4-6-0 4-9-0 2-0-0 7.00 ( TY 3x4 = 3x4 i 7 _ ,r4 3x4 8 I T 3 3x4 4 5 9 10 3x4 i 3x4 I 4.00 �1 Z- 3 W 2 11 5x5 T 5x5 W4 W4 12 2 13 t�n� t<t+� d. 1 W6 �1 [ O1to 0 5x4 19 18 17 16 15 14 = 5x4 = 3x9 II 4x8 AS18H 3x10 = 4x4 = 3x9 II = 4x4 = 3x10 = 48 AS18H = 6-9-0 11-3-0 21-9-0 6-9-0 4-6-0 10-6-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated bycirclesv(ap). SOUTHERN 3, fitting olntsbanUafullysembedded:cTompsished using equipment producing snug TRUSS a. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss COMPANIESCOMPANIESmember and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the bu97ding. I 2590 N. Kings Highway Trusses an bgg dangerous nd caan cause damage and Fort Pierce, F1.34951 handled �nstalled and/or eracetl Bracing shown on (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) COMPONENT SAFETY INFORMATION. Guide to good pract of metal plate coquetted wood trusses'. TPI 1s to • Suite 312. Alexandria VA 22314. Telephone: (703) <1• I 0 26-3-0 33-0-0 J 4-6-0 6-9-0 ON CONTRACTOR TYPE: T2C CS1 o6sL m O«) 1/tn t/d PLATES GRIP 7C 0.63 BC am vat(GJ -0.7216-17 >666 Val(((TiiLLL))) -03616-17 >66fi 240 240 AS20 246/195 )0.89 13 Wind(LL) 0.4516-17 >B 240 A518H 246/195 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: IO.Ia LOADING (psl) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 BCDL 10,0 Rep Stroes Incr NO Code FBC2007/TPI2002 ARCE ENGINEERING LUMBER TC 2 X 4 SYP No.3 BC 2 X 4 SYP No.3 1 - Ply REACTIONS MZSi2e) 1-117/4-0-0.3-117/4-0-0 Max Horz 1=53(LC 4) Max Uplift 1=-56(LC 5), 3--56(LC 6) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-52.2-3=-40 BOT CHORD 1-3=50 oo` BRACING i ((''�� ] U' P TOP CHORD %%St�stuml 96d�4tteathin irecUy 4ly iL-O- m ur N °` BOT CHORC'0 'gi¢ �ng direct 1 '1J oc* Z QrocN. Cn ✓�A��B,� BIB VNB ®�®® 2-0-0 2-0-0 2 TY. 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL=1.33. 3 This truss has been designed for a 10.0 psi bottom chord live load nonconeument with any other live loads. 4 Gable requires eontinuous bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 56 lb uplift at joint 3. LOAD CASE(S) Standard 3x4 = 4-0-0 2-0-0 2 x 4 2x4 4-0-0 4-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CO I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. 2. Connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown. plates are symmetrically placed about joint or as 4990hiiii SOUTHERN indicated by circles (a). 3. Cptting anQ fabripliu shall be accomplished using equipment producing snug embedded fitting pints an uy plates. Unless o herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. roof s• The permanent structural restraint shown is to prevent buckling of indivjdual truss �r'OEVIPA�I��S member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the u lding. CAUTION' 2590 N. Kings Highway S S Y Trusses can be dangerous and can cause damage and pers0qal injury if 1m ro erly is NOT EBECpfTON Fort Pierce,Fl.34951 handled installed and/or hraced. Bracing shown on this drawing BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMAATION. Guide to good practice for handling installing gf,motallvpl$1pyn�A�entVA 7V314. Telephone: (703)o683-1010. E-mail:tlnfo@tpinsttorg al DEFL In (Iae) I/d•6 1C a.oe v " U3 /• _ /e wso eo:105o M (a0U- o3 *o (uatdx) LOADING LOADING (pef) SPACING 2-D-0 TCLL 20.0 Plates Increase 1.00 TCDL 10.0 Lumber Ineroaee 1.25 OCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade F1302007/rPI2002 TYPE: V4 Lea PLATES GRIP 999 AS26 246/195 n/a AS16H 246/195 DATE: 19 Mar 2010 Version: 10.1a ARCE ENGINEERING LUMBER TC 2 X 4 SIP No.3 BC 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) 1-277/6-0-0.3-277/8-0-0 Max Hoa 1--125 LC 3 Max Uplift 1--133 LC 5). 3--133(LC 6) FORCES (Ib) — First Load Case Only TOP CHORD 1-2=-123, 2-3=-96 BOT CHORD 1-3=119 a`les BRAING TOPCCHORD b S n�i tyi4l sheath n irecUy 8pp' $r.8 D— url'yys. M SOT CHORDa' We direct 1 —0 ar . m z eta ° See • \ b® 4-0-0 4-0-0 QTY. 2 NOTES 1) Unbalanced roo( live loads have keen considered h- for this design. 2 Wind: ASCE 7-05; 140mph (3—second gust); h=27H; TCDL=6.Ops(; BCOL=6.Opsh Category II; Exp C; enclosed; MWFRS (low—rise); Lumber DOL=1.33 plate grip DOL=1.33. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 Gable requires continuous bottom chord bearing- 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 1 and 133 lb uplift at joint 3. LOAD CASE(S) Standard 3x4 = 2 B-0-0 4-0-0 2 x 4 i `� B-0-0 B-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR PLATE: AUTOMATIC STAMPING eS SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1e 0.42 Be I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better we 0.00 aao hot-diuuped galvanized steel. z. Connector plates are applied tI both faces of truss at each joint. Where dimensiogs are not shown, plates are symmetrically placed about joint or as (u (�' �) LOADING SOUTHERN indicated by circles (a). 3. C tt1ng an fabript ippp shall be ac omplished using equipment producing snug fitting an cd fully embedded pates. CRITERIA: At joints a. Unless otherwise noted, compression top chord to be continuously braced by the LOADING (ps0 TRUSS USS COMPANIES roof sheathing. s. The permanent structural restraint shown is to prevent buckling Of individual truss member and is not intended as a bracing plan for the roof structure or as a plan to the building. TCLL 20.0 TCDL 10.0 BOLL 0.0 BCDL 10.0 s Highway 2590 N. Kings g Y Fort Pierce, Fl. 34951 for the attachment of the roof CAUTION: Trusses can be dangerous and can causg damage and personal injury if impproperly handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing of metal connected wood trusses'. TPI is located at: 218 North Lee Street • plate Suite 312, Alexandria YA 22314. Telephone: (703) 683 1010. E-mail: info@tpinst.org Read ell manufacture's WARNINGS enclosed with drawin acka e. TYPE: V8 bvrrKKLWW 1n (Ix) I/een BB9 PLATES GRIP v:,t(il) n a — n%: 90a AS20 24B/165 tlar M) 0.00 3 n/a n/a AS18H . 24s/1s5 DATE: 19 Mar 2010 Version: 10.la SPACING 2-0-0 Plates Increase 1.00 Lumbar lnereaee 1.25 Rep Stress B Code FeCCczoa7/1Pt2002oz V 3 ARCE ENGINEERING TC 2 X 4 SYP No.3 SC 2 X 4 SYP Na.3 OTHERS 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/site) 1-193/12-0-0.3-193/12-0-0.4-488/12-0-0 Max Horz 1--1912 7 LC 3 Max Grrav, 1-197(LC 7), 33197(LO 8), 4-488(LC 1(4 5) FORCES (lb) — First Load Case Only ) TOP CHORD 1-2=1, 2-3-49 BOT CHORD 1-4-34.3-4=34 WEBS 2-4—r217 es BRACING i0 ^ (1 �-7 �p TOP CHORD ' SS rturpf w6aQea T'g Irectlyf aP P�—O— e uj)Ins1� SOT CHORDg ,,t�de.c Tr g directly lyl or 1 — :o e, 4 �a'O9. �] d a a `d M ; �oe0000 ®ABiBd! 9HB�ge 6-0-0 6-0-0 NOTES 1)) Unbalanced roof live loads have keen considered for this design. 2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL=6.0psf: BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); Lumber DOL-1.33 plate grip DOL=1.33. 3) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 Goble requires continuous bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 1, 128 lb uplift at joint 3 and 197 lb uplift at joint 4. 4x4 11 7 LOAD CASE(S) Standard 12-0-0 6-0-0 JXY 3x4 = 1 x4 11 12-0-0 12-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO 1. Connector plates are fabricated from 20 gauge ASTM A653/653H Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions arenot shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. CCuttjng 4ndd fabri ati sha11 be ac omplished using equipment producing.snug anrd VOy embedded pates. fitting ]oiTits 4. Unless otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss as a COMPANIES member and is not intended as a bracing plan for the roof structure or plan 2590 N. Kings Highway 8 8 y for the attachment of the roof to the building. CAUTION: Trusses can be d ngerous and c n cause damage and personal Injury if imuraperly NOT ERECTION Fort Pierce, Fl. 34951 handled installe� and/or brace. Bracing shown on this drawing is BRACING. Refer to the Truss Plate Institute (TPI) publication •SCSI 2008 BUILDING (772)164 4160 Fax:(772)318-0015 practice COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing Lee Street of metal plate connnected woad trusses•. TPI located at: 218 North Suite 312. alexandrfa YA 22314. Telephone: (703) 683-1010._E-mail:.infa@tpinst.org 2 CONTRACTOR TC 0.62 Bc a.]6 W9 0.07 (Wald.) pr7L to (bc) I/doll Bea VM((ll�� /a n/a V°rl(IL)see Hers(1L) 0. a n/e n/• TYPE:V12 PLATES GRIP A520 24e/195 ASISH 246/195 DATE: 19 Mar 2010 LOADING Version: lO.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (psf) SPACING 2-0-0 TCLL 0.0 Plates Increase 1.00 . TCDL 1o.0 I Lumber mere... I-S BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code FBC2007/1P120D2 ARCE ENGINEERING LUMBER NG 4 nn ''jj --ff TC 2 X 4 SYP No.3 TOP CHORD ; S tiu ?r�d`ehVImcUf,t�-0— BC 2 x 4 SYP Na.3 ud O P,%, OTHERS 2 X 4 SIP No.3 BOT CHOR :� id.c�1611g directly 1 — Ply REACTIONS (lb/size) 1=123/16-0-0, 5-123/16-0-0, 7-280/16-0-0, 8-334/16— -� — 0Max Harz 1=269(LC 4) Max Uplift 1 Max Grrav 1-123(C 1), 5-123(LC 1). 7-280(LCC1), 8 344(C(7)56=FORCES (lb) — First Load Case OnlyTOP CHORD 1-2=-3, 2-3-1. 3-4=33, 4-5-39a BOT CHORD 1-8=20, 7—B=20, 6-7-20, 5-6-20 •• �: �® WEBS 3-7--137, 2-8--71, 4-6--252 sm 3 S o0 �'Aa4'?� eeB ti7fa®o°0®00 8-0-0 PLATE: AUTOMATIC ST SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FL 34951 (772)464-4160 Fax:(772)3 18-00 15 8-0-0 1M NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low—rise); Lumber DOL=1.33 plate grip DOL-1.33. - 3 This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 4 Gable requires continuous bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 1, 32 lb uplift at joint 5, 20 lb uplift at joint 7, 307 lb uplift at joint 8 and 306 no uplift at joint 6. LOAD CASE(S) Standard 4x4 = 3 6-0-0 8-0-0 3x4 1x4 II 1x4 11' 1x4 II 16-0-0 16-0-0 IPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped alvanized steel. z. Connector pates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). 3. Cutting and fabripti?~ shall $e ac omplished using equipment producing snug fitting joints an fu y embed ed pates. 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. 6. The permanent structural restraint shown ppis to prevent buckling of individual truss member aattachmentintendof edroofatorthenbulldingor the roof structure or as a plan CAUTION: Trusses can be dangerous and caan cause damage and persogl injury if igproperly handled installed and/or bracetl Bracin shown on this drawing is NOT ERECTION BRACING. Refer to the Truss Plate-Insti ute (TPI) publication 'SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal pl to co nectedd wood trusses'. TPI 1s located at: 218 North Lee Street .. s,0 fte,co5nta ud 7911d Talpnhnnp: (7031 603-1010. E-mail: tnf0@tpinst.org TYPE: V16 cst D11L In 0*) I/een uae PLATES GRIP TC 0se Ba 0.14 .v.e(W /a Vert n/a — /e n/a ago A 20 246/185 wB 0.10 (uetd.) H•n(TL) a. 5 /a n/e A51 SH 246/195 LOADING DATE: 19 Mar 2010 Version: l0.1a CRITERIA: ANSI/TPI 1.2002 (MATRIX) LOADING (paf) SPACING 2-0-0 TOLL 20.0 TCDL 10.0 Plalm Increase Wmber lnereaee 1.00 1,25 BCLL 0.0 BCOL 10.0 Rep Slrma Incr YES Code FBC2007/TPI2002 ARCE ENGINEERING nor n NdQ es 8932 QTY. I s LUMBER BRACING,. `% • (� ��, +• CY •, NOTES TC 2 X 4 SYP No.3 TOP CHORD Sf�j15t?"Qt d7nea g irec8y asp ro j•-0-0 1) Unbalanced roof live loads have been tJust); he for this design. BC 2 X 4 SIP Na.3 aigg,� 6' 2) Wnd: ASCE_ —, 140mph (3—second gust); h=27k; TCDL=6.OpN; BCDL=6.Opsf; Category II; Fxp C; enclosed; MWFRS (low—rise); OTHERS 2 X 4 SYP No.3 GOT CHORI)w® rd•c i�6 g direct! ar 1 Q oc� s Lumber DOL=1.33 plate grip DOL=1.33. 1 —Ply ;q�ga d 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RFACiIONS (lb/size) 1-86/20-0-0, 5-86/20-0-0, 7-452/20-0-0. B-404/20-0— , /�1^'— 4 Gable requires continuous bottom chord hearing. Max Horz 1-323((LC 3)) a 5 Provide mechanical connection (by others) of truss to bearing plots capable of withstanding 100 lb uplift at joint 1, 36 lb Max UpOk 1=-100(LC .1 5--36(LC 4), 7--95(LC 5). 8--381(LC 5), 6m uplift at joint 5, 95 lb uplift at joint 7, 781 It, uplift at Joint 8 and 3B7 lb uplift at joint 6. Max Grov 1-124(LC 4), 5-86(LC 1). 7-452(LC 1), 8=427(LC 7). 6-427(L . r� LOAD CASE(S) Standard FORCES (lb) — First Load Case Only - iJ /� ` r f z TOP CHORD 1-2=-21, 2-3=2, 3-4=51, 4-5=35 a GOT CHORD 1-6=33, 7-8=33, 6-7-33, 5-6-33 •. ^r�� • m WEBS 3-7--217, 2-8--76,4-6--328 O ems® ••' �3S.. .' % III sit" 1 01 4 J� 1-2-9 10-0— 18-10-0 20-24 1-2-0 8-10-0 8-10-0 1-2-0 5x4 = 3 3x4 G 8 / I " 1x4 II 1x4 11 1x4 II 20-0-0 A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V20 PLATE: AUTOMATIC STAMPING FURNISH SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 0� "(°°1 '/d°a Ud PLATES GRIP TC a.6] DIF nI" — n/0 699 W 9/ 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better A520 246/195 9C u� v o:ro° s °ja " AsteH 246/1ee hot-divped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where (uaw) LOADING DATE: 19 Mar 2010 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicatEd by circles W. a. Cutting qnd fabricate shall be accomplished using equipment producing snug Version: IO.la CRITERIA: ANSI/TPI 1 2002 (MATRIX) fitting Joints and fil Y embedded plates. 4. Unless o herwlse noted, compression top chord to be continuously braced by the LtuolNc (pel) SPACING 2-0-0 TRUSS roof sheathing. s. The permanent structural restraint shown Ss to prevent buckling of individual truss Tcu zo.o Plaeeelnareaee t.0o Lumber Inc1.26 O� p��' E� COMPANIES member and is not intended as a bracSn99 pplan for the roof structure or as a plan J TOOL 10.0 BCD 0.0 Ircrrease slresFB02 002 for the attachment of the roof to the 6ullding. CAUTION: I Cop ecoL 10.0 code FBc2oa7/1Pzooz 2590 N. Kings Highway Trusses Tan be dangerous and can cause damage and ggopql Injury if improperly Bracing on this araxing is HOT ERECTION Fort Pierce,F1.34951 (772)464-4160 Fax:(772)318-0015 handled installed and/or braced. shown BRACING. Refer to the Truss Plate Institute (TPI) publication 'BLSI 2008 BUILDING to for handling installing 13(o • COMPONENT SAFETY INFORMATION. Guide good practice of metal plyto copnec% wood trusses'. TPI is located at: 218 North Lee Street soitp 112 Alpxandria VA 22314. Telephone: (703) 683-1010. E-mail: Snfo@tpinst.org ARCE ENGINEERING .,d`` c =kl`d es 8932 QTY. 2 LUMBER BRACING O (� P NOTES . TC 2 X 6 SYP Na.2 -Except- T2 2 X 4 SYP No.2, T2 2 X 4 SYP No.2 TOP CHORD S turai w�dhheathi g irectly eep t'♦` -9-2 1 Unbalanced roof live loads have been considered for this design. BC 2 X 4 SYP No.2 ® utli�ns\ ® 2; Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; SCOL-6.Opsf; Category II; Exp C; partially; MWFRS (low-rise); WB 2 X 4 SYP No.3 SOT CHORQ� •c`d'Y•g direct! o 8 'ge bfac�g. Lumber DOL=1.33 plots grip DOL=1.33. WEDGE o 0 • n 7'( � 3) This truss has been designed for a 10.0 Psi bottom chord five load noneoneument with any other live loads. b ! ® 4 Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1078 16 uplift at joint 2 and Left, 2 X 4 SYP No.3, Right, 2 X 4 SYP No.3 � p0' 1078 lb uplift at joint 8. 1 - Ply REACTIONS (lb/size) 2-1040/0-8-0. 8-1040/0-8-0 Max Hors 2-243(LC 4) �pN11 y} �d `.a Q LOAD CASE(S) Standard Max Uplift 2=-1078(LC 5), 8=-1078(LC 6) 0 e I77 °r FORCES (lb) - First Load Case Only TOP CHORD 1-2=12, 2-3=-769, 3-4=-705, 4-5--707. 5-6=-822, 6-7=-795. 7-8=- -906 r 6C(1 BOT CHORD 2-12-646, 11-12-489. 10-11-4B9, 8-10-817 ♦ 7 WEBS 3-12=-17, 4-12--79. 5-12-270. 5-10-508. 6-10--279, 7-10--67 ♦♦BO �.o . c w\�,• `� `q� �ABBi0�BB49b4 _ - -0 24-8-0 -3-0-0 2-0-0 7-0-7 10-10-0 14-7 9 19-8-0 21 8 3-0-0 2-0-0 5-0-7 3-9-9 3-9-9 5-0-7 2-0-0 3-0-0 5x4 = 5 bX4 = 14 , , .- 3x9 II 4x8 - 3x4 - 4x8 - 3X9 II 7-0-7 14-7-9 21-8-0 7-0-7 7-7-2 7-0-7 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). a. Cutting and fabrivtivp shall be accomplished using equipment producing snug SOUTHERN fitt�ng .joints anrd fully embedded plates: TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is net intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Highway CAUTION: B S ay Trusses an b dangerous and can caus¢ damage and ersoaal injury if im ro erly Fort Pierce, F1.34951 handled �nsta�led and/or braced. BracTn shown on his drawing is NOT EPiECpfION. 772 464-4160 Fax: 772 318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING ( ) ( rnMPONFNT SAFETY INFORMATION. Guide to good practice for handling installing aL: 1a nO rL❑ Lee DL1'CCL D10. -mail: infD@tpinst.org wlttl drawing package. 0 I I 0 TYPE: T3 CS1 7C 0.58 Ba a.a7 w9 0.6o (ye61x) I 01FL 1n (we) vnM1((u)) .0612 Verf(iL) --,s 1a-12 Horsrs((TTLL)) 0.0] 8 wuM(Ly O.OB 10-I2 Vden >999 >999 n/e >999 L/d 36a 24a / 240 PLATES GRIP 1120 248/195 A918H 248/195 LOADING DATE: 19 Mar 2010 Version: 1D.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (pst) SPACING 2-0-0 TCU. 20.0 Plates Inueaaa 1.00 TCDL 10.0 Lumber Increase 1.25 BCIL 0.0 Rep Slroas Incr YFS BCDL 10.0 code FBC2007/iPI2002 ARCE ENGINEERINGl\ A`12A :�fes 8932 QTY. 1 LUMBER TC 2 X 4 SYP No.2 *Except* T1 2 X 6 SIP No.2, Tt 2 X 6 SIP No.2 BC 2 X 4 SYP No.2 0> BRACING �0 Q J .•Klre,1�1,pp TOP CHORD mO t 1� r'sheathir® y , o! purlins. directrocb2. NOTES 1)) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL-6.Opsh BCDL=6.Opsf; Category II; Fxp C; partially; MWFRS (low—rise); Lumber DOL-1.33 plate grip DOL-1.33. WB 2 X 4 SYP No.3 BOT CHORD.' idcig Provide adequate drainage to prevent watr ponding.fi�Left• WEDGE ,�"-p3 This Wss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3 1 — Ply m,4 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 Ib uplift at joint 2 and REACTIONS (lb/size) 2-1040/0-8-0, 7-1040/0-8-01060 Max Hors 2--167(LC 6) Ib uplift of joint 7. Max Uplift 2--1060(LC 5). 7--1060(LC 6) LOAD CASE(S) Standard FORCES (Ib) — First Load Case Only �' •. CuN \� • o TOP CHORD 1-2-12, 2-3=-841, 3-4=-732, 4-5=-674, 5-6--683, 6-7--1191, 7-8=3 . • rb BOT CHORD 2-11-716, 10-11=674, 9-10-674, 7-9-1052 ••° WEBS 3-11_-48, 4-11-191. 5-9-104, 6-9--385 1 ��d +i N� °• \'/ �0 sP�B� dal B B A B -3-0-0 2-0-0 9-0-0 12-8-0 19-8-0 21-8-0 24-8-0 3-0-0 2-0-0 7-0-0 3-8-0 7-0-0 2-0-0 3-0-0 5x8 = 5x8 = 3x9 II 4x4 — 3x5 = 3x9 II 4x4 = 2-0-0 9-0-0 12-8-0 19-8-0 21-8-0 2-0-0 7-0-0 3-8-0 7-0-0 2-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H9C SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 0.77 ottL 1n (') l/ee0 Vert -0.11 2-11 >999 lid 3.0 PLATES GRIP t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better TC a v°e[n. ax4 2-11 »% 24 Aszo z4e/19s hot -dipped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where (uew) tree u os1 z-11 >eoz i�a AS1BH 246/195 LOADING GATE: 19 Mar 2010 dimensions are, not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. Cutting and fabritati shall be actamplished using equipment producing snug Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting Dints and fu??Y embedded plates. 4. Unless o�herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss . LOADING tpat) SPACING 2-0-0 TCLL 30.o Plat vin.—so 1.00 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 Lumber lne eaea 1.25 BOLL o.o Rep Stress lner TES for the attachment of the roof to the building. BCDL 10.0 cad. FBC2007/1P12002 CAUTION: 2590 N. Kings Highway Trusses can be dangerous and can cause damage and Gerso al injury if imDDrpeerly drawing is EREC110H Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this NOT 'BCSI (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing rl of metal pl to connected wood trusses'. TPI is located at: 218 North Lee Street Alexandria E-mail: info@tpinst.org b • Suite 312, VA 22314. Telephone: (703) 683-1010. Read all manufacture's WARNINGS enclosed with dravring package. ARCE ENGINEERING d�;' ` ` ' ��llai�sT�. HO�rneS I TCM2�X 4 SYP No.2 *Except* T7 2 X 6 SYP No.2, T1 2 X 6 SYP No.2 BRACING W TOP CHORD v� c urrd: d ahedthfii directlt pp -3- 8C 2 X 4 SYP No.2curwns� WB 2 X 4 SYP No.3 �^ BOT CHORDr d e�+l'ng dirocUy pjjl; or 7- oc braa�Pg. �. WEDGE 4 SYP No.3, Right- 2 X 4 SYP No.3 Left 2 X 1 - Ply • '� REACTIONS (lb/size) 2=1040/0-8-0, 7-1040/0-8-0 >' Max Hors 2--157(LC 6 Max Uplift 2=-715(LC 5). 7=-715(LC 6) a FORCES (lb) - First Load Case Only TOP CHORD 1-2=12, 2-3=-846, 3-4=-930, 4-5--860, 5-6--905, 6-7=-1084, 7-8-:2 •° r BOT CHORD 2-11-669.10-11-860. 9-10-860. 7-9-881 o ° WEBS 3-11=190, 4-11=140, 5-9=112, 6-9--25 °•° �� •. �� e titt d Na I' ago a s Q 0� 1� -3-0-0 2-0-0 3-0-0 2-0-0 4.00 12 I I I � I I 0 / 2 5x4 = 3x9 11 QTY. 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft TCDL=6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL-1.33. 3 Provide adequate drainage to prevent water pending. 4 This truss has been designed for a 10.0 psf bottom chord Iive load nonconcurrent with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 2 and 715 lb uplift at Joint 7. LOAD CASE(S) Standard 7-0-0 14-8-0 5-0-0 7-8-0 4x9 4x9 7.00 F1£ 4 5 5x5 7�_- - 3 :W2 11 10 9 4x4 - 3x4 = 4x4 7-0-0 14-8-0 7.0-0 7-8-0 19-8-0 21-8-0 5-0-0 2-0-0 24-8-0 3-0-0 5x5 I 6 I 7 d- 8 I 5x4 = 3x9 I I 21-8-0 rglmf PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H7C SEALING OF TRUSS DESIGN.BASED UPON THESE DESIGN CRITERIA: 7C O.ea Tc oLtL 1n pee) I/den L/d DEFL�t,L) -0.LI 2-11 >BBB PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.so 240 vert(1L) -0.as z-11 >7z1 zoo 0'03 7 /O V. AS20 248/195 hot-dlpped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where we °•44 (ueux) Hx;er�:(n rna(u) o3s 2-11 >6e3 240 ASISH 246/195 LOADING DATE: 19 Mar 2010 dimensio s are, not shown, plates are symmetrically placed about joint or as SOUTHERN indicate by circles (o). a. Cutting qno fabri att1 shall be ac amplished using equipment producing snug pates. version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting joints anrd fupSy embedded a. Unless 0herwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. LaolNa ((psf) SPACING 2-0-0 1.00 s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 30.o Pldes ln� ease to.o Lumberinceaee 1.25 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan TCDL BCLL o.o Rep Strosslner YES for the attachment of the roof to the budding. SCDL t0.0 Code FBC2007/rP12002 CAUTION 2590 N. Kings Higlilvay Trusses can be dangerous and can cause damage and personal injury if improperly drawing is NOT ERECTION Fort Pierce, Fl. 34951 handled installed and/or braced Bracing shown on this 'BCSI (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing Lee Street 1 Df metal plate connectedd wood trusses'. TPI is located at: 21B North Suite 312, Alexandria vA 223014. Telephone: (703) 683-1010._E-mail:_info@tplist.org ii ARCE ENGINEERING °,�\AVA`9A-V ki es (8932) U I Y• l LUMBER TC 2 % 4 SYP Nat •Except• Tt 2 X 6 SYP No.2, T7 2 x 6 SYP No.2 BRACING `0' - Q ] -• V �� TOP CHORD o Sri t4rOl w� sheathin ircdly 8pp' reP-9-9 \ 4. NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: /SCE 7-05; 140mph (3-second gust); h=27tt; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; partially MWFRS (low-rise); BC 2 % 4 SYP No.2 WS 2 X 4 SYP No.3 purl BOT CHORD•, i rc g direct d 4 6•ac bracing. Lumber DOL-1.33 plate grip DOL-1.33. WEDGE `• ,b +� F p 3) Provide adequate drainage to prevent water pending. 4 This truss has been designed for a IO.D last bottom chord live load nonconcurrent with any other live loads. Left: 2 X 4 SYP No.3, Right: 2 X 4 SIP No.3 1 - Ply • 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1452 lb uplift at joint 2 and REACTIONS (lb/size) 2-1224/0-8-0, 8-1224/0-8-0 Max Hors 2=-12fi LC 6 �. ` ° a• • 1514 lb uplift at joint B. 6) Hanger(s) or other connection dev;ce(s) shall be provided sufficient to support concentrated loads) 66 lb down and ISO lb 9-0-12. 2B Ih down 91 lb at 11-0-12, Max Uplift 2=-1452(lC 3), 8=-1514(LC 4) 0` n�� ^ • r r = up at 5-0-0. 28 lb down and 91 lb up at 7-0-12. 28 lb down and 91 Ib up at and up 28 lb down and 91 Ile up at 12-7-4. and 28 lb down and 91 lb up at 14-7-4. and 106 lb down and 199 lb up at 16-8-0 on top FORCES (Ib) - First Load Case Only • kj ��}} ® 6-17=0 -1424, 7�Q�� Z-36 chord, and 133 lb down at 5-0-0. 45 lb down at 7-0-12, 45 lb down at 9-0-12, 45 It, down at 11-0-12, 45 lb down at 12-7-4, and 45 lb down at 14-7-4, and 133 It, down at 16-7-4 on bottom chord. The design/selection of such connecUon TOP CHORD 1-2=12, 2-3=-1303, 3-4=-1402, 4-14--0, 14-15-0. 5-15=-1269, 5-18=tea► 17gA, BOT CHORD 2-13=1053, 13-1B=1B59, 18-19=1859, 12-19=1859, 71-12=1859, 11-20i-` 20-21=1859, =1859r Q=3Ly= • devic°(s) is the re onsibilily of others. loads to the face of the truss are noted as front (F) or hack (8). • �4p WEBS 3-13-208, 4-13-385. 6-f 0-352. 7-10-22D, 5-13--662, 5-12-126, 5-10=�j� �}' • • N I • 7) In the LOAD CASE( section, sec0nn, applied d►o L • • • s• ®@ B® • • LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 y M ®BeBB ®® ♦% Uniform Lea(lf) 7-9--60, 2-8--20 O ✓1 S 1 l (♦ B I 1 -60, 3-4=-60, 4-6m-60, 6-7--60, . Concentrated Loads (lb) Vert: 4=-66(� 6=-66(� 13m-39(� 10=-J9(� 12=-4(F) 5=-28(F) 14=-28(� 15=-28(� 16=-28(� 17=-28(Fy 18 ® 19--4(F) 20--4(F) 21--4(F) -3-0-0 1 2-0-0 5-0-0 10-10-0 16-8-0 19-8-0 1 21-8-0 24-8-0 3-0-0 2-0-0 3-0-0 5-10-0 5-10-0 3-0-0 2-0-0 3-0-0 5x8 = 7.00 P- 4x8 = 5x8 = 3x9 II 3x8 - 3x4 - 3x8 - 3x9 II 1x4 II 5-0-0 10-10-0 16-8-0 21-8-0 5-0-0 5-10-0 5-10-0 5-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H5C SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs TC a85 DEFL 1° (Ioe) I/den V -0.0712-1] >BBB L/d 380 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be ose o•47 wn -0.1e12-13 >e9e N.rzc(n1Lt) -0.0e a ^/° 240 /a AS20 246/195 hot-dtDped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where (wow) (M wlad(LL) 0.17 lz >Bee zoo ASISH 246/195 LOADING GATE: 19 Mar 2010 dimensiogs are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). ]. Cutting and fabricatlpn shall be accom lished using equipment producing snug fitting joints and fully embedded platpes. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS a. Unless otherwise noted, compression top chard to be continuously braced by the roof sheathing. LOADING pap SPACING 2-0-0 1.00 COMPANIES s. The perma ent structural restraint shown is to prevent buckling of individual truss member an� is not intended as a bracing plan far the roof structure or as a plan TCLL 0.0 ploteslncrease TCDL 10.0 Lumber increase 1.25 Rap Suva IncrFBC2 NO 2590 N. Kings Highway for the attachment of the roof to the building. CAUTION: DCLL 0.0 ecoL 10.0 coda Pec2oo7/TPI2oa2 Jr, ess can b daangeoRus and can cause amdge and pRrsa al injury if im&Dgp erly hansd�eA insta�led braced Bracing stlown an this �rawing is NOT ERECgION Fort Pierce, F1.34951 and/or BRACING. Refer tB the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464 4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing _ of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street Suite 312. Alexandria VA 22314. Telephone: (703) 683-1010. Email: inforJtpinst.0rg l Read all manufacture's WARNINGS enclosed with drawln acka e. ARCE ENGINEERING ti�� \A td H` ales 8932 QTY. 1 LUMBER BRACING 4. y '�' NOTES TC 2 % 4 SYP No.2 •Except• T7 2 X 6 SYP Na.2, T4 2 X fi SYP Na.2 TOP CHORD o� urar w�d �(ie thing irectly agp r,,1;2-3 1)) Unbalanced roof live loads have been considered for this design. e udins�. �° 2) Wind: ASCE 7-05; 140mph (3—second gust); h=27R; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); WB 2 X 4 SYP No 3 BOT CHORQZ i4 c i g di—LI p' 0 5 �oc Lumber DOL=1.33 plate grip DOL=1.33. WEDGE a acer1� ii" 3 Provide adequate drainage to prevent water ponding. Left* 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3 WEBS Rbw`dt p 1 5-1'.�'�„ 4 This truss has been designed fora 10.0 psr bottom chord live load nonconcurrent with any other live loads. 1 —Ply e 5 All plates are AS20 plates unless otherwise indicated. REACTIONS (lb/size) 9-1511/0-8-0, 1-1291/Mechanical 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 962 lb uplift at joint 9 and 648 Max Horz 1--475(LC 3)) ` o .�.I b lb uplift at joint 1. Max Uplift 9=-962(LC 6), 1=-648(LC 5) �\ a e ^ o y:7�] o LOAD CASE(S) Standard FORCES 19 TOP CHORD) 1-2 —Loa2 . 2-3 ly —1192, 3-4=-930, 4-5=-840, 5-8--1196. 6-7=-2456, 7- 199pp1, 8-9=-1 qq��S, 10=36 ^^� e v BOT CHORD 1-18=1268, 17-18-1058. 16-17-1058. 15-16-839, 14-15-1020, 13-14-1 12 •111482, 11(�f2=1373, 9-1yT WEBS 2-18a-214, 3-18=173. 3-16--279, 4-16-369. 5-15--604, 5-14=1106, 6 .Pti-6�F72, �13-904, 7-13—#S, —4�- j�t8-11a151 Vy 0� 1 33-0-0 ,2-0—Q 8-6-0 15-0-0 18-0--0 24-2-0 1 30-4-0 .31-4-0 36-0-0, i i 2-0-0 6-6-0 6-6-0 3-0-0 6-2-0 6-2-0 0-8-0 3-0-0 4x5 = 2-0-0 5x5 = I 4.00 F I I 0 5 4 5 x4 = 18 17 16 15 5x5 5x5 � 12 11 3x9 II 4x4 = 3x4 = 5x10 AS18H.7:� 5x5 3x4 = 6.00 FT2 5x4 = 19-9-0 31-0--gx9 I I 8-6-0 15-0-0 17-9—Q 28-4-0 40-4i A 8-6-0 6-6-0- 2-9-02-0-0 8-7-0 2-0-0 2-0-0 0-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: m TC 0.58 I. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better Be 0.71 hot -dipped galvanized steel. wa c'µ z. Connector plates are applied to both faces of truss at each joint. ,Where (M.W.) dimensions are not shown, plates are symmetrically placed about joint or as LOADING indicated by circles (o). 3. Cutting 4n4 fabri ati shall be ac omplished using equipment producing snug CRITERIA: A SOUTHERN fitting joints andC fu�Sy embedded pates. TRUSS 4. Unless oherwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (Per) COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0 member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 for the attachment of the roof to the bu9Iding. BCLL 0.0 BCOL 10.0 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 and can tause damage and rso al injury if im ro erly braced. Brach shown on ��iis drawing is NOT E�ECpfION Iss Plate Institute (TPI) publication •BCSI 2008 BUILDING ION. Guide to good practice for handling installing wood trusses'. TPI 1s located at: 218 North Lee Street 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.or TYPE: H15A Den s («) Vden L/d PLATES GRIP V� V� -0.1618-18 >BBB -0.4913-14 >781 B /a 360 2� AS20 246/195 Harr((77LL)) wiad(LL) 0.16 0.3016—ta >999 24D ASIBH 246/195 DATE: 19 Mar 2010 Version: l0.Ia SPACING 2-0-0 Plates Increase 1.00 Lumbar Increase 1.25 Rep Stress Iner YES Code FBC2007/TP12002 ql ARCE ENGINEERING BRACING LUMBER TC 2 X 4 SYP No.2 •Except" T7 2 X 6 SYP No.2, T4 2 X 6 SYP N0.2 TOP CHORD BC 2 X 4 SYP No.2 0 udt SOT CHORDS d•c i WB 2 X 4 SYP No.3 WEBS WEDGE Left- 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3 `• +rJ 6 1 -Ply REACTIONS (lb/size) 9=1511 /0-8-0, 1-1291/Mechanical Max Horz 1 e-404 LC 3 Max Uplift 9 939(LC 6). 1--5B7(LC 5) FORCES (Ib) - First Load Casa Only TOP CHORD 1-2= 1637,2-3=-1413,3-4--1402,4-5=-1169,5-6=-1463,6- BOT CHORD 1-17-1449. 16-17-1068, 15-16-1068, 14-15-1539. 13-14-1851. WEBS 2-17=-208,3-17--71,4-17-338. 4-15-188, 5-15--741, 5-14- 1 4.00 0 1 a 0 5x4 - 17 16 15 5x8 5x5 = 12 11 3x9 II 4x8 — 3x4 = 5x6 :::; 5x5 z::� 5x4 — 6.00 FTT 3x9 II 3li-x" I 8 4-15 17-9-0 28-4-0 �0-4-Q,33-0-Q 1 8-4-15 9-4r-1 2-0-0 8-7-0 2-0-0 2-0-0 0-8-0 111 VlYPaia� :I�c�,t�les tiy: ��'1p,�w�dSlSea(hin'-t� ircc0y'aep al -3-2 Ymid directly ar 5- 'go r cT'8g. p w e m o�^.:m4437 1t�a�3_h7-13 107?XJd2 OA�6-11-132 n ®Ba�Pe 8 B 6 VBI TY. 1 NO TES 2Unbalanced roof live loads have been considered for this design. Yfind: /SCE 7-05; 140mph (3-second gust); h=27ft; TCOL=6.OpO: BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL=1.33. 3 Provide adequate drainage to prevent water ponding. 4 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 939 It, uplift at joint 9 and 587 It, uplift at joint 1. LOAD CASE(S) Standard 33-0-0 2- Q 8-4-15 , 13-0-0 20-0-0 25-2-0 30-4-0 31,-q 0,-0 ,36-0- —T - I 2-0-0 6-4-15 4-7-1 7-0-0 5-2-0 5-2-0 0-8-0 3-0-0 5x6 = 2-0-0 5x8 — 4 5 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: TO ERECTION CONTRACTOR TYPE: H13A To 1C 0.58 ortt n �we) V L/d vmtcW -0.17 5-17 >BBB 360 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better wws u: o ,vrxx(miLN(iL) o:ie "-'o >7% z% 24a AS20 246/19s AS18H 246/195 hot -di ped galvani2ed steel. Connector are applied to both faces of truss at each joint. Where (Ycbi:) WuN(l!a 0.171.-14 >G99 LOADING GATE: 19 Mar 2010 z. plates dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. CC4ttiing ono fabri att1 shall be actom lished using equipment producing snug fitting anc fupSy embedded plates. CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: IO.Ia TRUSS joints 4. Unless oherwise noted, compression top chord to be continuously braced by the roof sheathing. LwnlNc ttpefl SPACING 2-0-0 §0.6 1,25 COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan TCLL Plaleslncrease .00 TOOL 10.0 Lumber lncrea.e 1.25 RumresFBC2007/iP120002 Scot s Highway 2590 N. Kings B Y for the attachment of the roof to the building. CAUTION: Trusses can be dangerous and can cause damage and persogqal injury if imuuro erly tlrawing is NOT EREC�ION too Fort Pierce, FI.34951 handled installed and/or braced. Bracing shown on this BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Telephone: (703) 683-1010. E-mail: infoEtpinst.org • Suite 312, Alexandria VA 22314. Read all manufacture's WARNINGS enclosed with d rawing package. ARCE ENGINEERING `liis�ic ='4, es 8932 QTY. LUMBER TC 2 X 4 SYP No.2 *Except- T1 2 X 6 SYP No.2, T4 2 X 6 SYP No.2 Sc 2 X 4 SYP No.2 •Except• F1 2 X 4 SYP No.3 BRACING ,0 Q ••. �m TOP CHORD O t rqI �d sheothin irectly 11p rd3-3-9 O &� s\ a °� P I� ! BOT CHORa• tsf deging diree dme raer NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); Lumber DOL-1.33 plate grip DOL=1.33. WB 2 X 4 SYP No.3 3 Provide odequale drainage to prevent water ponding. WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 ^ ' 'a 0 ,,. 4 This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 913 It, uplift at joint 10 and 1 —Ply REACTIONS (Ib/size) 10-1514 0-8-0, 1-1294/Mechanical Max Horz 1--332(LC 3) a �' " a S63 It, uplift of Joint i. Max Uplift 10--913(LC 6). 1=-563(LC 5) O ` _ • ` r f ea LOAD CASE(S) Standard FORCES (Ib) — First Load Case Only TOP CHORD 1-2--1766, 2-3=-1555, 3-4=-1796. 4-5=-1761. 5-6=-1761, r • /� r • `�_ ki • b e 6-7= 175 8=�,2850, 8-9-- ffM, 9-10=�7�'78, 1 e36 bJy2 5� BOT CHORD 1-19-1567, 18-19-1511. 17-18-1457. 16-17-1586, 15-16-2061. 14-15— 13-1e4-1643, T9-13�1531 WEBS 2-19--207, 3-19--535. 3-18-412. 4-18-430, 4-17-426, 5-17--344, 6—ti�249y;(6-1§-454, 7 =],6c590 zP,�� 14=1094. 8-13--805, 9-12=53 o,A�g%leeVN\'i�0 �®gp+gAY . 99980� 33-0-0 �2=0—Q 7-6-0 11 1-0=0 1 15-6-0 22-0-0 1 26-2-0 1 30-4-031,-9-0 , 36-0-0 , 2-0-0 5-6-0 3-6-0 5-6-0 5-6-0 4-2-0 4-2-0 0-8-0 3-0-0 5x4 = 2-0-0 1 x4 I I 4x7 4.00 cc I � d I I 5x4 = 19 5x5 3x8 = 3x4 = 3x4 = 5x5 z:z 13 12 3x9 II 5x7 5x5 ; 5x4 6.00 ri 2 I I 1x4 II 3x9 1x4 II 1x4 II 1x4 II 31-0-0 7-6-0 9-6-9 16-6-0 22-0-0 28-4-0 �0-4—Q �3-0—Q 7-6-0 2-0-0 7-0-0 5-6-0 6-4-0 2-0-0 2-0-0 0-8-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot'dippad gal Vani zed steel. z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: H11A csl oErL a 0«) I/den 1/d PLATES GRIP TC 0.58 verlc -0.11 17 >99e afi0 Be o.eo vaa(n�—0.szn-18 >998 zoo Aszo z46/1es we 0.50 If..(1L) a.18 to n/a /a A916H 246/195 (ved.) Wnd(LL) 0.17 17-19 >v9v i40 LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (o). 3. Cutting and fabri atipp shall be accomplished using equipment producing snug fu 7 embedded Version: l0.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting Dints andr plates. 4. Unless 0liherwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss LOADING (pan SPACING z—o-o TCLL 20.0 Plates increase 1.00 COMPANIES y��7�IDdi�Y�ES member and is not intended as a bracing plan for the roof structure or as a plan TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep St ese lncr YES for the attachment of the roof to the building. CAUTION: BCDL 10.0 code FBC2007/rP12002 2590 N. Kings Highway Trusses can be daangerous and can causee damage and persGgal injury if imppro erly handled installetl braced. Bracing shown on this drawing is NOT EREC�ION Fort Pierce, F1.34951 and/or BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING ( 772)464-4160 Fax:(772)318-OO15 COMPONENT SAFETY INFORMATION. Guide t0 good ppractice for handling installing located 218 North Lee Street c(3 of metal plate connected wood trusses'. TPI is at: Suite 312, Alexandria VA 22314. Telephone: (703) 683 1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING tip� I Jg '#Omes 8932 Q� 1 LUMBER BRACING 0 • (l 1 j0 NOTES TC 2 X 4 SIP Not *Except* T1 2 X 6 SYP No.2, T4 2 X 6 SYP No.2 TOP CHORD v S�cturnl blyd'sh .thin dir..ufgp ec. 1)) Unbalanced roof live loads have been considered for this design. BC 2 % 4 SYP No.2 •Except• F1 2 X 4 SYP No.3 ® t9411c purlins.. 1: 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.0psf; BCDL-6.0psf; Category 11; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 BOT CHORD igjel e�l` ing dine ctl p e r tp oc, Lumber DOL=1.33 plot. grip DOL=1.33. WEDGE r'1,rv9 77' m 3 Provide adequate drainage to prevent water ponding. Left• 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3 WEBS%�-%1849, 1 R at id 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 -Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 lb uplift at joint 9 and 646 REAO)IONS (Ib/size) 9-1511/0-8-0. 1-1291/Mechanical c (n Ib uplift at joint 1. Max Horz 1=-259 LC 3 "r-r� a LOAD CASE(S) Standard Max Uplift 9=-881�LC fi3, 1� 646(LC 4) / m FORCES (Ib) - First Load Case Only TOP CHORD 1-2--1824, 2-3=-1651, 3-4--1947, 4-5=-1817, 5-6--2255, 6-7= 8-9= 9-10= : SOT CHORD 1-17-1603. 16-17-1604. 15-16-2338. 14-15-1839, 13-14-1 B39, 1211-12-1601, rBj- 1=1583 �( O WEBS 2-17--166. 3-17--603, 3-16-577, 4-16-674, 5-16--610, 5-15--165, 613-10 A w O® O VoMB°��,,0 33-0-0 0 0 7-6-0 -0- 16-5-7 , 24-0-0 30-4-0 31 9-0 1 2-0-0 5-6-0 1-6-0 7-5-7 7-6-9 6-4-0 0-8-0 3-0-0 2-0-0 4x7 3x4 = 4.00 I I o� 5x4 = 17 5x8 7::: 3x4 = 3x4 = 5x5 z� 12 11 3x9 II 5x7 _ 5x5 = 5x4 6.00 3x9 II 1x4 II 2x4 I I 1 x4 11 1x4 II 31-0-0 7-6-0 ,9-6-0, 18-11-0 28-4-0 f30-4-Q �3-0-Q F 7-6-0 2-0-0 9-5-0 9-5-0 2-0-0 2-0-0 0-8-0 50 zz OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H9A PLATE: AUTOMATIC STAMPING FURNISH A COPY SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: DEFL In (1ac) I/den L/d PLATES GRIP 1C 0.68 V.rltW-0.1613-15 >999 360 t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.77 vert(1L) -0se13-1s >fi9s 2w A520 246/195 ws 0.41 He,�r�L 0.21 9 a/e a/e A51BH 246/195 hot -dipped galvanized steel. Connector are applied to both faces of truss at each joint, Where (ue6x) wue(i oa3 13 1s >999 240 LOADING DATE: 19 Mar 2010 a. plates dimensions are not shown, plates are symmetrically placed about joint or as CRITERIA: ANSI/TPI 1 2002 (MATRIX) SOUTHERN indicated by circles (o). 3. Cutt1n9 an fabri att1 pII shall be accamplished using equipment producing snug fitting oints ancd fully embedded plates. Version: l0.la TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (psf) SPACING 2-0-0 Plaleslnareaee 1.25 ®��L�i�O�C.S 6. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan far the roof structure or as a plan the to the building. TCLL 20.o Rep Slree YES BcU_TCDL 10:0 Lumbar lneIrcrreaea YES BCDL for the attachment of roof CAUTION: 0.0 FBC2 BCDL 10.0 Code FBC2007/rPI2002 2590 N. Kings Highway B @ y Trusses can be dangerous and cAn cause damage and oersDnal injury if im roperly installed or brace.. Bracing shown on this drawing is NOT ERECTION Fort Pierce, F1.34951 handled and BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING Li (772)464AI60 Fax:(772)31B-DDl5 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing ps located at: 218 North Lee Street (t r of metal plate connected wood trusses'. TPI Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinstcka,arg Read all manufacture's WARNINGS enclosed with drawl n ae. t ARCE ENGINEERING tie`` Al _MMa;J,�sft.-Homes LUMBER BRACING O�'e ^ •(� 1 -1 '•c�P TC 2 X 4 SYP SS *Except* T1 2 X 6 SYP No.2, T5 2 X 6 SYP No.2 TOP CHORD a-�r,7'cturai;pd•4heat�n dlrectryo.p -6- SC 2 X 4 SYP No.2 •Except` B3 2 X 6 SYP No.2, B4 2 X 4 SYP SS, B2 2 X 4 SYP SS O ``aa��'PYni^ WB 2 X 4 SYP No.3 SOT CHORD% rigid Ing direct) �I or 3 15 oe WEDGE (�yr�Fynj' • i1• •• WEBS LLeft:2 X 4 SYP No.3, Right-2 X 6 SYP No.2 �'1 Riot id 1-Ply REACTIONS (Ib/size) 11-2485/0-8-0, 1-2273/0-8-0 Max Harz 1=-188(LC 3) Max Uplift 11=-1975(LC 4). 1=-1725(LC 4) 0 m FORCES (lb) - First Load Case Only o • ^ • T TOP CHORD 1-2--3569, 2-3=-3714, 3-22-0. 22-23=0, 4-23=0, 4-24=0, 5-24-0, 5 , 2S� 26=0, 6-26 -27=0, J�2� 7-29-0.8-29-0.8-9--5846,9-10--3715, 10-11--3705, 11-12-36 0 BOT CHORD 1-21 -2974. 21-30-4639. 30-31-4639. 20-31-4639. 19-20-4639. 19-32- 8, 3y 3'y=4639, 33-3146 8w3 40fp 17-18-5459, 17-35-5830, 16-35=5829, 16-36-4270, 15-36-4270, 14-15- '79-14g3051, 1 WEBS 2-21-272, 3-21-1422, 4-21--1707, 4-19-174, 4-18-476, 6-18--247 , 6-1`4:a235& f`s-.l j • @, �,ro�A-•1405, 10-13=-75, 7-17=706. 7-16=-1282, 8-16=1487 �®BBIA➢ BBI�BI`999 4.00 I I 0 1 NOTES 1) Unbalanced roof Ilve loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise); Lumber DOL-1.33 plate grip DOL-1.33. 3 Provide adequate drainage to prevent water pending. 4 This Wes has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 5 All plates are A52' plates unless otherwise indicated. 6 Provide mechanicol connection (by others) of truss to bearing plate capable of withstanding 1975 lb uplift at joint 11 and 1725 lb uplift at joint 1. LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase=1.00 Uniform Loads (plf) Yert 1-2=-60,2-3=-60,3-8--60,8-10= 60,10-12=-60,1-18=-20,17-15=-20,15-17=-20, 14-15=-20, 11-14=-20 Concentrated Loads (b) )) _ _ _ _ 27- 3131(B)(288-131(B) 29- 1(31(B) 3--46(B) 31 —46(B) 328- 46(B) 33, -46(B) 334- 46(B) 35 5-3(B)(36 6-116(B) 33-0-0 2-0-0 7-0-0 12-4-8 1 17-9-0 21-10-0 1 26-0-0 1 30-4-0 3120-0 36-0:: 2-0-0 5-0-0 5-4-8 5-4-8 4-1-0 4-2-0 4-4-0 0-8-0 3-0-0 2-0-0 4x8 AS18H 4x8 = 10x10 AS18H 7.00 FfT 3x8 AS18H — 5x4 - 3x4 — 3 Ti 4 5 6 14 7 8 I I d. o 7x6 — 1/ 3x5 - 6-6 21 20 19 18 14 13 4x8 - 4x8 AS18H — 5x10 AS18H 5x5 z- 6x7 — 6.00 11 3x10 II 1x4 II 10x10 AS18H 1x4 II 31-0-0 7-0-0 12-4-8 17-9-0 119-9-0 23-11-0 28-4-0 30-4-(l 33-0-0 1 7-0-0 5-4-8 ,5-4-8 2-0-0 4-2-0 ,4-5-0 2-0-0 2-0-0 0-8-0 3x6 3 IN4 W , 5x5 T 1 W1 9 :5x5 2 10 11 W5 c PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF A99fth . SOUTHERN TRUSS (COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot-diuped alvanized steel. z. Connector pates are applied to bath faces of truss at each joint. Where dimensions bare not shown, plates are symmetrically placed about joint or as indicated 3. Cutting n� fabric5ad tiy? shall be accomplished using equipment producing snug fittng o nts an fu y embed ed plates. 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracin Mnor the roof structure or as a plan for the attachment of the roof to the �ullding. Trusses can be dangerous nd can cause damage and uersogqal injury if impp[[o erly handled installed and/or sraced. Bracing shown on this tlrawing is NOT ENECpfION BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate copnected wood trusses'. TPI 1s located at: 218 North Lee Street Suite 3 Z, Alexandria VA 22314. Telephone: (7031 683-1010. E-mainfo@tpinst.or Read ail manufacture's WARNINGS enclosed with drawingil: package TYPE: H7A csI 1a 0.98 Bc t.Do we 0.77 ("A.) p3i In(Ioc) I"" vem(L9 —0.81 +7 >veY vmt(TL)—a.e116—T7 >47fi Hors((RR..)) 0.36 11 W d(tu 0.67 16-17 >676 Ud 'I" 2io 240 PLATES GRIP AS20 246/195 AS1BH 246/195 LOADING DATE: 19 Mar 2010 Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (pd) SPACING 2-0-0 TCLL 20.0 Plates lnereoee 1.00 TCDL 10.0 Lumber lncreaae 1.25 BCLL 0.0 Rep Stmes lner NO BCDL 10.0 Code F802007/TPI2002 13 ARCE ENGINEERING °° l ,s° 0^4 6gies LUMBER BRACING �® •� O(� �' 'ps TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SYP No.2, T2 2 X 4 SYP No.2 TOP CHORD O sAvyclllppp��tQl 1�od'sheathin directly%p 8'oem p O17.jc pur6ns. BC 2 X 6 SYP No.2 iiippp�� WB 2 X 4 SYP No.3 BOT CHORa� - gig ng direc r (bat braamg. y ` +'J 7: REACnoNS (Ib/size) 1-7098/0-8-0, 7-7629/0-8-0 n s ` J � Max Uplift 1-209(LC 4� ^ e (n Max Uplift 1--3776(L 5), 7--4491(LC 6) FORCES (lb) - First Load Case Only � TOP CHORD 1-2=-9144.2-3=-9068,3-4--6008. 4-5=-5983, 5-6--8622, 6-7= 8 ^ •1/ s BOT CHORD 1-11=7892,10-11-7692,10-12-6907,9-12=6907,9-13=6706, 8-13=6766, 14=7643. 7-14-764 a WEBS 2-10= 78, 3-10=3220. 3-9=-2277, 4-9=5886. 5-9--2005, 5-8=2657. 6� 0� • C> qv �^ • ��® . • \ e ee 3 Sr1:�\ 0` Ve o a e ►' ®®'e 2-0-0 5-2-0 8-4-0 2-0-0 3-2-0 3-2-0 PLATE: AUTOMATIC STAMPING SEALING C 1. Connector hot -di ped z. Connector dimensions indicated SOUTHEM 3. Cutting an fitting jo h TRUSS 4. Unless o roof sheet Qp++ w�/p //�� pp�� CO�tl PAMES 6, memberrand for the at 2590 N. Kings Highway Trusses a Fort Pierce, FI.34951 handled �n (772)464-4160 Fax:(772)318-0015 BRACING. R COMPONENT of metal p • Suite 312. Reed all rn NOTES 1) 2-ply truss to be connected together with 10d (0.131 •x37 nails as follows: Tap chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oe. 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 X 4 - 1 row at C-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (a), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.0psf; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. 5) This Was has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3776 lb uplift at joint 1 and 4491 lb uplift at joint 7. LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25. Plate Increase-1.00 Uniform Loads (pif) Vert 1-2--60, 2-4=-60, 4-6--60, 6-7--60, 1-7--20 Concentrated Loads (lb) Vert: 1--1527(F) 7=-2253(F) 10=-1527(F) 9--1271(F) 8=-1274(F) 11=-1527(F) 12--1527(F) 13=-1271(F) 14=-1271(F) 11-6-0 14-8-0. 16-8-0 3-2-0 3-2-0 2-0-0 4x4 11 4 7x6 = 7x8 = 7x6 4-3-12 -8-4-0 4-3-12 4-0-4 12-4-4 4-0-4 FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO F TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: later are fabricated from 20'gauge ASTM A6531653M Grade A or better 7alvanized steel. ates are applied to both faces of truss at each joint. Where are not shown, plates are symmetrically placed about joint or as y circles (o). fabritatiup shall be ac omplished using equipment producing snug nts and fully embedded plates. rwise noted, compression top chord to be continuously braced by the ing. nt structural restraint shown is to prevent buckling of individual truss isnotachmentintend f thdroofatarthenbupldingor the roof structure or as a plan CAUTION: be d ngerous and can cause damage and erso al injury if imppra erly talled and/or braced. Bracing shown on this drawing is NOT ERECpfION fer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING AFETY INFORMATION._ Guide to good practice for.handling installing org 16-8-0 4-3-12 Cs1 1c 0.s7 ec N we 0.96 (maim) LOADING TYPE: GT5-2P1 DEFL m (too) I/daa L/d PLATES GRIP v.,& -0.09 9-10 >900 360 veA((17LL) -0.22 9-10 >e64 240 AS20 246/195 14. ) 0.07 7 /e /a A916H 246/195 W.M( 0.15 9-10 >999 240 GATE: 19 Mar 2010 rnr 1_oan1 fmATarv1 Version: 10.1a LOADING (psi) SPACING 2-0-0 TCLL 0.0 Plates Inereaee 1.00 TCDL 10.0 Lumber Inc.... 1.25 BCLL 0.0 Rep Straw Incr NO SCOL 10.0 Code FBC2007/TP12002 affil ARCE ENGINEERING o%t es .2 r a LUMBER TC 2 X 6 SYP No.2 •Except` T2 2 X 4 SYP No.2, T2 2 X 4 SIP No.2 BC 2 X 4 SYP No.2 W8 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right* 2 X 4 SYP No.3 1 — Ply REACTIONS (lb/size) 2-IM/0-8-0, 6-840/0-8-0 Max Harz 2-177(LC 5) Max Uplift 2671 5). 6--671(LC 6) FORCES (lb) — First Load Ccse Only TOP CHORD 1-2-12, 2-3--522, 3-4--426, 4-5=-376, 5-6--755, 6-7-36 SOT CHORD 2-8-445, 6-8-645 WEBS 3-8--41, 4-8-207. 5-8--244 -3-0-0 3-0-0 BRACING TOP CHORD. $Qaffctg/bI oNAheSt direcU)b� a4�6-0. 0 rhr,n s BOT CHORD. Q�ig Ing di or 1 — a0 ocy. d, 21 •s �6� OVA ,•. � �51��t�:•_ ®O o-�ri 2-0-0 8-4-0 2-0-0 6-4-0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-0-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsh, BCDL-6.Opsi; Category II; Exp C; enclosed; MWFRS (low—rise); Lumber DOL-1.33 plate grip DOL-1.33. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcummnt with any other live loads. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 Ib uplift at joint 2 and 671 lb uplift at joint 6. ' LOAD CASE(S) Standard 5x4 II 4 14-8-0 16-8-0 , 19-8-0 6-4-0 2-0-0 3-0-0 N V^ 3x9 5x8 = 3x9 11 II 2-0-0 8-4-0 1 14-8-0 16-8-0 2-0-0 6-4-0 6-4-0 2-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di ped galvanized steel. z. Connector plates are applied to both faces of truss at each joint. Where Aftubh dimensions are not shown, plates are symmetrically placed about joint or as -4 SOUTHERN indicated by circles (o). a. Cpttjng 4n¢ gpabrivti?n shall be accomplished using equipment producing snug fitting oints and fully embedded plates. a. Unless o�herwise noted, compression top chord to be continuously braced by the �,�IJS� roof sheathing. s. The permanent structural restraint shown is. to prevent buckling of individual truss �� p��' ES COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. CAUTION: 2590 N. Kings Highway B 8 Y Trusses can be dangerous and can caus0 damage and 7ersogal injury if improperly this drawing is NOT ERECTION Fort Pierce, F1.34951 handled installed and/or braced Bracing shown on BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 FaX:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org Read all manufacture's WARNINGS enclosed with drawing ac!2 e. N CONTRACTOR CSI DER In (xc) I/den 0.39 " vent >999 BBC wB 0.44 --00.1144 Fors((iiLL)) 0.02 6 /a (yaldx) wL,d(l1) —0.04 2-8 >999 LOADING CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (per) SPACING 2—o-0 TCLL 20.0 Plates Increase 1.00 TCOL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 CoFBC2DO7/TP12002 de TYPE: T5 sw PLATES GRIP 240 AS20 246/195 4b° ASISH 246/195 DATE: 19 Mar 2010 Version: l0.1a ARCE ENGINEERING ,o`` ��1J9fils es 8932 QTY. 1 LUMBER BRACING i 1 j0 NOTES TC 2 X 4 SYP No.2 -Except- T1 2 X 6 SYP No.2, TI 2 X 6 SIP Not ; TOP CHORDctural v6o(1 sheathi di-Af a �6-0-0 1)) Unbalanced roof live loads have been considered for this design. .SC 2 X 4 SYP Na.2 O pyn� ® 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsh BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); WEDGE 4 SYP No.3 BOT CHOfJ �f�ltl ©fling directlNo ''-,0 0_ q a. Lumber DOL-1.33 plate grip DOL-1.33. 7i s 3 Provide adequate drainage to prevent water ponding. �j "�" 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Left: 2 X 4 SYP No.3, Right: 2 X 4 Sr? No.3 : 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 2 and 657 1 - Ply REACTIONS (lb/size) 2=840/0-8-0, 8-840/0-8-0 • ^• lb uplift at Joint 8. Max Hoa 2=157(LC 5) • _a Max Uplift 2=-657(LC s), 8--657(LC 6) LOAD CASES) Standard FORCES (lb) - First Load Case Only o TOP CHORD 1-2=12. 2-3--541, 3-4--507, 4-5--472, 5-6=-472, 6-7--479, 7-8=-A� •90 36 6tv� O SOT CHORD 2-10-449, 8-10-628 ••• ! WEBS 5-10-181, 3-1r 0-23.7-10m-159 3 , • '/ V N� 90 -3-0-0 2-0-0 1 7-0-0 8-4-0 9-8-0 14-8-0 16-8-0 19-8-0 3-0-0 2-0-0 5-0-0 1-4-0 1-4-0 5-0-0 2-0-0 3-0-0 I I I I � I I 11 3x4 = 1x4 II 3x4 = 7 nn 4 5 6 3x9 II 5x8 - 3x9 II 8-4-0 16-8-0 8-4-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR TYPE: H7E Cst Dt>t 1n 0-) '/de0 L/d PLATES GRIP 1a O,eB v,,t(�y7 -0.oe 2-10 >B9B 360 ec ose v ) -0.1s 2-10 >eBe 24o AS20 249/19s (M o.4s 1w:((nn) 0.02 a /e /e �1� 246/1ss (uaw) W�do -0.04 2-10 >999 i4o LOADING DATE: 19 Mar 2010 SOUTHERN indicated by circles (0). 3. Cutting and fabriccattluup shall be accomplished using equipment producing snug fully Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting joints ana embedded plates. 4. Unless oherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. s. The permanent structural restraint shown is to prevent buckling of individual truss LOADIwc (psi) saaclwc 2 O a TCLL 20.o Platalnereaee 1.00 Ci®Gr1�NYtl��•7 member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 Lumber lncroa•e I.2s BCDL Rep St-FBC2 YES for the attachment of the roof to the building. ecDL 1a.a ceae Fi1c2oo7/rnzoo2 0.0 CAUTION' 2590 N. Kings Highway Trusses can be dangerous and can causee damage and verso al injury if imuperly �rawing is NOT ERECTION Fart Pierce, F1.34951 handled installed and/or braced. Bracing shown on this BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing G of metal plate connected xeod trusses'. TPI 1s located at: 218 North Lee Street (7031 683-1010. E-mail: infoEltpinst.org l Suite 312. Alexandria YA 22314. Telephone: Read all manufacture's WARNINGS enclosed with drawin package. ARCE ENGINEERING tio�` `� es 8932 QT'• 'I LUMBER BRACING ��' n `� -! �'. NOTES TO 2 X 4 SIP No.2 *Except* Ti 2 X 6 SIP No.2, T1 2 X 6 SIP No.2 TOP CHORD: $$��{p+c`yPol shea directip� ' �F 1 Unbalanced roof live loads have been considered for this design. BC 2 x 4 SYP No.2�1] too purlins. ! 2 Wind: ASCE 7-05• 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 SOT CHOR.Br I Fueling direc lsp' d or : c brdlPyylg. Lumbar DOL=1.33 plate grip DOL=1.3J. WEDGE �, w 3 Provide adequate drainage to prevent water ponding. Left- 2 X 4 SYP No.3, Right_ 2 X 4 SYP No.3 _ : a, 4 This truss has been designed for a 10.0 pef bottom chord live Toad nonconcument with any other live loads. 1 - Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 2 and 951 REACTIONS (lb/size) 2-993/0-8-0. 8=993/0-8-0 (� a lb uplift at joint 8. LOAD CASEStandard Max Hors 2=126(LC 5) 9 a (S ) � 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Max Uplift 2=-957(LC 5), 8=-951(LC 4) O � � n ; i)'J " Uniform Loads (pit) FORCES D -First Load Case Only �{r�1 m Vert; 1-3=-60, J-4--60, 4-6--60, 6-7--60, 7-9=-60, 2-8=-20 TOP CHORD 1-rst2-12.Load d Case 29, 3-4=-961, 4-13=0, 5-13=-863, 5-14=0, 6-14=0, b�aW 71•, 7-8=-993, (}-Qpv36 ' Concentnrted Loads (lb) SOT CHORD 2-12-753, 12-15-1022, 15-16-1022. 16-17-1022, 11-17-102Z 10-11- , 8-fQ-774 C>Vv �� `o Vert: 4=-6fi(� 6=-66(Fy 12=-39(F� 5=-28(� 10=-39(� 13=-28(F� 14=-28(t7 15=-4(� 16=-4(� 17=-4(� WEBS 3-12-102,4-12-276,5-12--214, 5-10--170, 6-10-232. 7-10-117 S 0 •,e 'm 6' e ®� 7BP VAAi4EBB - - -3-0-0 2-0-0 5-0-0 8-4-0 11-8-0 14 8 0 16-8-0 1 19-8-0 � 3-0-0 2-0-0 3-0-0 3-4-0 3-4-0 3-0-0 2-0-0 3-0-0 PLATE: AUTOMATIC ST SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)4644160 Fax:(772)318-0015 7.00 12 4x4 = 4 3x4 - 5 4x4 6 'A, - 3x9 II 3x8 = 3x4 = 3x8 = 3x9 II 5=0-0 11-8-0 16-8-0 5-0-0 6-8-0 5-0-0 WING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped alvanized steel. a. Connector plates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicates by circles (o). 3, Cuttiing nd ffabricat* shall be accomplished using equipment producing snug fitting Jalnts and fu?Sy embedded plates. 4. Unless o herwise noted, compression top chard to be continuously braced by the roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the uilding. CAUTION: Trusses can he danaerous and Can cause damaoe and Dersonal injury if improperly : Cl,, nurLn Lee 3Lre L 0eY1(703)OC8Lea0aL : . E-mail: infoLtpinst.org 3 enclosed with drawing package. I I rn I R TYPE: H5E Csl DELL 10 (I-) I/den 1/d PLATES GRIP TC 0.66 BC 0.54 vwtm vM -0.0610-12 >YBB -0.1910-12 >990 360 240 AS20 246/195 we 0.15 Hors(iL) 0.0] a /9 /a ASISH 246/195 (W.VO Wwd(LL) 0.05 10-12 >999 240 LOADING DATE: 19 Mar 2010 rn rrrnr A. Aurr lro, ,_anon lYA7a iYl Version: 10.1a LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plot- Inereaae 1.00 TCDL 10.0 Lumber Inenaee 1.25 BCLL 0.0 Rep Stye- Iner NO BCDL 10.0 Code FBC2D07/TPl2002 C(9 FARCE ENGINEERING r-Hbynes (8932) QTY. 5 � LUMBER BRACING � , ' q 1 J ' • CY % 1'' TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP No.2 TOP CHORD yetural�a7Y heaths directlyg IrP6-0-0 Be 2 X 4 SYP No.2 o IwHi^ m WB 2 X 4 SW No.3 GOT CHOF(� igltl ling dircc or =,0 or, Q, SLIDER Latt 2 % 4 SIP No.3 2-6-0 ., }rip nng. 73' r Y m REACTIONS (lb/size) 6=103/Mechanical, 2-661/0-11-5. 7-233/Mechanical S., • e C a Max Holz 6--14 LC 5) Max Uplift 6=-146(LC 5), 2661(LC(LC 5), 7=-180 LC 4) ` a Max Crav, 6=103(LC 1), 2=661(LC 1), 7=307(LC 2S O FORCES (Ib) - First Load Case Only TOP CHORD 1-2-12. 2-3=0, 3-4--300, 4-11=0, 5-11=-269, 5-12=0, 6-12=17 BOT CHORD 2-10:272, 10-13-273. 9-13-273, 9-14-273. 8-14-273, 7-8-0 `j �c) WEBS 4-10�6. 5-9=95, 5-8=-342 ' •• w\ .•00 s®oy®ra3 ao9e�o -4-2-15 2-9-15 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.Opsf; BCDL-6.Opsf; Category It: Exp C; enclosed; MWfRS (low-rise); Lumber DOL=1.33 plate grip DOL-1.33. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 6, 706 It, uplift at Joint 2 and 180 lb uplift at joint 7. 5) Hanger(s) or other connection dev;ce(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 32 lb up at 4-4-0, 19 lb down and 32 lb up at 4-4-0. and 68 lb down and 91 lb up at 7-1-IS. and 68 lb down and 91 lb up at 7-1-15 an top chord. and 18 lb up at 4-4-0. 18 lb up at 4-4-0. and 45 lb down at 7-1-15. and 45 Ib down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.00 Uniform Leads (plf) Vert: 1-4--60, 4-6--60, 2-7--20 Concentrated Loads (lb) Vert: 11-64(F-32, 8=32) 12=-56(F--28, B=-26) 13-36(F-18, 8=18) 14=-7(F--4, B=-4) 6-1-14 9-9-5 4-2-15 2-9-15 3-3-15 3-7-7 1 X4 11 1 x4 11 3x4 = 2- 9-15 6-1-14 9-9-5 2-9-15 3-3-15 3-7-7 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: CJ7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs 1a a.ee DM 1^ 1') '/e•n V° v -0.02 10 >gae asa PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped steel. Be o2e we 0.14 v -a.o7 10 >css 24o Hors(1L) 0.01 7 /e n/e >M .1. 2411/195 AS18H 246/195 galvanized z. Connector plates are applied to both faces of truss at each joint. Where (uabi.) f.WN -0.05 10 240 LOADING DATE: 19 Mar 2019 dimensions are not shown, plates are symmetrically placed about joint or as SOUTHERN indicated by circles (o). 3. Cutting atio fabritatti pp shall be accomplished using equipment producing snug fuQly Version: 1O.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) fitting joints anrd embedded plates. a. Unless oherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. LoaolrJc (psfl SPACING 2-0-0 s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20. Plolmineroaee t.oa CO{IIifPAQV1E5 member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.o Lumberlaereaee 1.25 BcIL o.o Rep Sl ese finer NO for the attachment of the roof to the building. BCDL 10.0 Code FBC2007/1P12002 2590 N. Kings Highway CAUTI C�N: Trus es can bee daangerous and can cause amage and persopal injury if i ppropperly drawing is NOT �REC7IDN Fort Pierce, FI.34951 handed installeA and/or braced Bracing shown on this Truss Plate In(TPI) 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the publication COMPONENT SAFETY INFORMATION. Guide to good Dractice for handling installing ps of metal plate connected wood trus es'. TPI located at: 218 North Lee Street Suite 312. Alexandria YA 22314. Te ephone: (703) 683-1010._ E-mail:_info@tpinst.org ARCE ENGINEERING tip`` �1J�d� is es 8932 QTY. 2 LUMBER BRACING o P 1 J. NOTES TC 2 X 4 SYP SS •Except• Tt 2 X 6 SYP No.2, T1 2 X fi SYP Na.2 TOP CHORD, J>et1r51 �o sheolhin directly'pp al'>ta2-7-0 1) Unbalanced roof live loads have been considered for this design. 0 p�i1;n�, / 2 Wind: ASCE 7-05: 140mph -second gust); h=27fk TCDL=6.Opsf; BCDL=6.Opsh Category II; Ex C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP 4 SYP Ss BOT CHOF� ' fligltl foe ling directl r 4j ac pra�Fing. Lumber DOL=1.33 Plata grip D prevent w WEOCE WEBS a. �I.Ro�v at midnLt . 8+13fi- a 3 Provide adequate drainage to prevent water ponding. Left• 2 X 6 SYP No.2, Right- 2 X fi SYP No.2 + % 4 This Wes has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 - Ply "• o 5 All plates are AS20 plates unless otherwise indicated. REACTIONS (lb/size) 2-2671/0-8-0. 11-2671/0-8-0 .�, _ 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2226 lb uplift at Joint 2 and Max Hors 2-157(LC 5) 7240 lb uplift at Joint 11. Mox Uplift 2=-2226 LC 5), 11=-2240(LC 4) �� • m LOAD CASE(S) Standard ^ o m 1) Regular. Lumber increase-1.25, Plate Increase-1.00 FORCES (Ib) - First Load Case Only os • Uniform Loads (plf) TOP CHORD 1-2=12, 2-3= 3769, 3-4--3987, 4-20=0, 20-21=0, 5-21=-3534, 5-22=Q -2Je 0, Z3-24=,p �4=0, 8-�19,.9 �15-26=0, Vert 1-3=-60, 3-4=-60, 4-9=-60, 9-10=-60, 10-12=-60, 2-11=-20 8-26-0. B-27-0, 27-28-0. 9-28-0. 9-10--4070, 10-11--4007, 11-12- Concentrated Loads (lb) BOT CHORD 2-19-3111. 19-29-5172, 29-30-5172. 18-30-5172. 17-18-5172. 17-31 �2. 3dr32-5172, 32�3-� ,K5� 3 1�. Vert• 4= 131(F) 7--88(F) 9=-131(F) 19=-258(F) 13=-258(F7 20=-98(F� 21=-98(t7 22=-88(� 23=-88 F) 24=-88(� 25=-88 16-34-5222, 34-35-5222, 35-36=5222, 15-36-5222, 14-15-5222, 14-37- 2, 37 38v`222, 1-GP2�,fi1 1 26--88 F 27--88(F) 28--88(F) 29--46(F) 30--46(F) 31--46(F) 32--46(F) 33--46(F) 34--46(� 35=-46(F) 3fi--46�F WEBS 4-1911581, 5-19--2046, 5-17-230, 5-16=694, 6-16--560, 8-16=633. 8-1 11�52, B ` ij6 •`<�13s•15 3 1` 75, 10-13-305 37--46 38--46(F) _ o�sBBO 8Bl�9H1®aO ®' 3 0 012 0 0 7-0-0 12-6-14 1 18-0-0 , 23-5-2 29-0-0 34-0-0 36-0—Q 39-0-0 1 3-0-0 2-0-0 5-0-0 5-6-14 5-5-2 5-5-2 5-6-14 5-0-0 2-0-0 3-0-0 4.00 I 6x8 AS18H i:� 1.5x4 II 6x8 AS18H zzr 7.00 12 4x8 = 4x6 AS18H = 4x8 4 5 z 6 7 8Ta 9 I 6x8 = 19 18 17 16 15 14 13 4x10 II 4x8 = 4x10 AS18H = 3x8 = 1.5x4 II 4x8 1.5x4 II 4x10 AS18H — 12 0 0i 7-0-0 , 12-6-14 18-0-0 1 23-5-2 i 29-0-0 1 34-0-0 36-0-Q 2-0-0 5-0-0 5-6-14 5-5-2 5-5-2 5-6-14 5-0-0 2-0-0 PLATE: AUTOMATIC STAMPING SEALING OF TRUS! 1. Connector plates are hot -di ped galvanize 2. Connector plates are dimensions are not s e L� we Cinndiicated by circles SOUTHERN ' fitting iointsbanrdef TRUSS a. Unless oaherwise not roof sheathing. s. The permanent struct COMPANIES member and is not in for the attachment o 2590 N. Kings Highway Trusses can IIdange Fort Pierce, Fl. 34951 handled insta�led an (772)464-4160 Fax:(772)318-0015 BRACING. Refer to th COMPONENT SAFETY INF FURNISH A COPY OF THIS TRUSS DESIGN TO DESIGN BASED UPON THESE DESIGN CRITERIA: ricated from 20 gauge ASTM A653/653M Grade A or better eel. lied to bath faces of truss at each joint. Where plates are symmetrically placed about joint or as shall be ac omplished using equipment producing snug embedded plates. compression top chord to be continuously braced by the restraint shown is to prevent buckling of individual truss ed as a bracingA pplan for the roof structure or as a plan e roof to the building. cause damage and p rsogal Injury if imppropperly Bracing shown an tniis drawing is NOT ENEPION Institute (TPI) publication 'SCSI 2008 BUILDING de to good ppractice for handling installing sses'. TPI is located at: 218 North Lee Street elephone: (703) 663-1010. E-mail: info@tpinst.org N= enclosed with drawing package, N CONTRACTOR TYPE: H7 csl DIEFL In 0-) I/ded V1 PLATES GRIP TC 0.90 Be 0.56 vmt(LL) Van —03e 1e >9ea _039 15-16 >537 7so 240 AS20 240/105 w9 0.58 Hors((11LL)) 016 11 /e /a ,�1 &1 246/195 (W.V.) wind(Lla 0.64 16 >657 240 LOADING DATE: 19 Mar 2010 Ca TTcoTA. AaCT/T.1 1-•nna rNATOTY1 Version: l0.la LOADING (pet) SPACING 2-D-0 TCLL 20.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase us BM0.0 Rep Stress Iner NO BCDL 10.0 Code FBC2DO7/iP12002 E, ALRCE ENGINEERING ,>o` Iw(4 'Ao es 8932 QTY. 2 LUMBER BRACING v% •' n(Y �' A NOTES TC 2 X 4 SYP No.2 •Except• T1 2 X 6 SYP No.2, T7 2 X 6 SlP No.2 TOP CHORD ctyfill olf3heotl�n directip� t%3-2-8 1)) Unbalanced roof live loads have been considered for this design. SC 2 X 4 SYP No.2 0 ��qq,, PyM 'tf• �^ O 2) Wind: ASCE 7-05: 14Omph (3-second gust); h-27ft; TCDL-6.Opsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 B0T CHORD ^Qiig'xi �LM g diree eJ' or oo brd' g. Lumber DOL=1.33 plate grip DOL=1.33. WEDGE uJ . ?}' 3)) Provide adequate drainage to prevent water Ponding. Left: 2 X 4 SYP No.3, RIghL 2 X 4 SYP No.3 > 4) This truss has been designed for a 10.0 paf bottom chord live load noneoncument with any other live loads. •• 5 Provide mechanical connection (by othem) of truss to bearing plate capable of withstanding 950 lb uplift at joint 2 and 950 1 _Ply REACTIONS (lb/size) 2=1613/0-8-0, 10-1613/0-8-0 e (f) a. It, uplift at joint 10. Max Horz 2=-187 LC 6 Max Uplift 2=-950(LC 3). 10=-950(LC 4) 0� : T LOAD CASE(S) Standard FORCES (lb) - First Load Casa Only • ' TOP CHORD 1-2=12, 2-3=-1852, 3-4--1771, 4-5=-1578, 5-6-0, 6-7=0, 7-8=-172 =-e1871, 9-10r=T, i{, 10-11=156 0 BOT CHORD 2-16:1569, 15-16-2072. 14-15-2072. 13-14-2127, 12-13-2127. 10-12 1 ) � � 0 WEBS 3-16-12. 4-16-756. B-12-680, 9-12--192, 5-16--757, 5-14-157, 7-1 2, T.-o 62300 ID -0-0,2-0-0, 9-0-0 13-7-2 22-4-4 27-0-0 34-0-0 ,6-0-Q 39-0-0 -3, 3-0-0 2-0-0 7-0-0 4-7-12 8-8-8 4-7-12 7-0-0 2-0-0 3-0-0 5x6 = 3x4 - 5x6 - 3x4 - 3x6 7.00 12 4 5 6 7 8 JX° - 16 15 14 13 12 - - 4x8 II 4xB = 3x6 - 3x4 = 3x6 = 4x8 - 4x8 II 9-0-0 9-0-0 18-0-0 9-0-0 27-0-0 9-0-0 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better hot -di ped alvanized steel. z. Connector pates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (a). 3. Cutting ano fabriptiq� shall be ac omplished using equipment producing snug C fitting joints an fu y embedded pates. 4 Unless Diherwise noted, compression top chord to be continuously braced by the 36-0-0 9-0-0 TYPE: H9 c9 aErL m (I«) I/don 1/1 PLATES GRIP TC 0.00 VeA(ll) -0.1212-14 >900 360 6C 0.63 VaA-0.4012-14 >999 240 AS20 246/195 WB 0,64 HF1oorrzz((TTLL)) 0.13 10 /a /a AS10H 246/195 (Matrix) WuM(LL) 0.20 14 >999 240 LOADING DATE: 19 Mar 2010 TcnTA. AucTITa1 1_9naa ruATOTVI Version: 10.1a, roof sheathing. LOADING (pan SPACING 2-0-0 s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 2.0. PlatesInereaaa 1.00 member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.o Lumbarinerooee 1.25 for the attachment of the roof :to the building. BCLL D.o Repsteaalner YES BCDL 10.0 Coda FBC2007/TP12002 rous and can causg damage and personal Injury if improperly d/or braced. Bracing shown on this draw ng is NOT ERECTION e Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING ORMATION. Guide to good ppractice for handling installing ctedd wood trusses'. TPI is located at: 218 North Lee Street a YA 22314. Telephone: (703) 583-1010. E-mail: Iafo@tpinst.org gyre's WARNINGS enclosed with drawing package. l(0z ARCE ENGINEERING ti° �fafa�' H' es 8932 QTY. 2 LUMBER BRACING 0 `�, Q '',s NOTES TC 2 X 4 SYP No.2 -Except- T1 2 X 6 SYP Na.2, Tt 2 X 6 SYP Not TOP CHORD- '.�.4Bj alleod V of 1)) Unbalanced roof live loads have been considered for this design. SC 2 X 4 SYP No.2 dab to-1 oc pu0 2) Wind: ASCE 7-05: 140mph (3—second gust); h=27ft; TCDL-6.Opd; BCDL-6.0psf; Category II: Exp C; enclosed; MWFRS (law —rise); WB 2 % 4 SYP No.3 BOT CHOwy Rigid ®fling dire*� ng. Lumber DOL-1.33 plate grip DOL=1.33. WEDGE `� !� 3) Provide adequate drainage to prevent water ponding. Left. 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 4 ee. 4 Thls truss hos been designed fora 10.0 psi bottom chord live load nanconcumant with any other live loads. 1-ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 942 lb uplift at joint 2 and 942 REACTIONS (Ib/size) 2=1613/0-8-0, 10-1613/0-8-0 Ib uplift at joint 10. MaxHporz 2--250(LC 3) ( )Max U lift 2=-942(LC 5). 1C=-942 LC 6 fr + LOAD CASE(S) Standard erf Nf� FORCES (lb) — First Load Csa Onlyo y TOP CHORD 1-2=12, 2-3=-1749, 3-4=-1676, 4-5=-1667, 5-6= 1806, 6-7=-1806, fa -14zl, 6-9=—�B�j -10--2 f0 m BOT CHORD 2-16:1479, 15-16-1393. 14-15-1393. 13-14-1519. 12-13-1519, 10-12 0 n! /� WEBS 3-16=-7. 4—t6e 30, 5-16-225. 5-14-559, 6-14--445, 7-14-389, 7-12�$i;1 , 2-o 257, O� ,-3-0-0,2-0-01 8-7-3 11-0-0, 18-0-0 25-0-0 27-4-11 34-0-0 36-0-Q 39-0-0 , r 3-0-0 2-0-0 6-7-3 2-4-13 7-0-0 7-0-0 2-4-13 6-7-3 2-0-0 3-0-0 5x5 — 1.5x4 II 5x5 - 4x8 II 4x8 - 3x6 - 3x8 - 3x6 - 4x8 = 4x8 II 8-7-3 18-01-0 27-4-13 36-0-0 8-7-3 9-4-13 9-4-13 8-7-3 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot dipped alvanized steel. 2. Connector pates are applied to bath faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). 3. Cutt{ng ndd fabrittatti shall ye ac omplished using equipment producing snug SOUTHERN fitting joints and fuQSy embedded plates. TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the roof sheathing. COi1API�►IiIIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Highway Fort Pierce, F1. 34951 (772)464-4160 Fax:(772)318-0015 and can caus damage and braced. Braden9 shown on ss Plate Institute (TPI) ION. Guide to good pract wood trusses'. TPI_is_)a I 00 I 0 R TYPE: H11 csI DLFL In (Ioe) I/den 1/1 PLATES GRIP Tc 058 YM(l!a -0.1412-14 >eYB 360 Be 0.62 Ve -0.4212-14 >Ba0 240 AS20 246/105 we O.BS Norsrs((1ILL)) 0.1, 10 /a n/ A518H 246/195 (LIe1Ax) Wind(LL) 0:1.1 14-16 >999 240 LOADING DATE: 19 Mar 2010 CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.la ENDING (pal) SPACING 2-0-0 TCLL 20A Plates In,_,. 1.00 TCDL 10.0 Lumber In—aee 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code FEC2007/TP12002 ►03 enclosed enclosed ARCE ENGINEERING >`` ski Nosnes (8932) QTY. 2 LUMBER TC 2 X 4 SIP No.2 •Except$ Tt 2 X 6 SYP No.2, T1 2 X 6 SYP No.2 % SYP No.2 BRACING O ('� 1 -..� TOP CHORD g1 4.h r51 �- sh lim dlrectip� bp 0 -Jv�1 p=3`Qc purlins.. B NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05: 140mph (3-second gust); h=27ft: TCOL=6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFT3S (low-rise); BC 2 4 WB 2 X 4 SYP No.3 BOT CH09Z � id eying direcB �yl r ng. or �1�0 qc ii' d' Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. WEDGE No.3 y +� r +� 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 971 Left- 2 X 4 SYP No.3, Right: 2 X 4 SYP _ •• 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 lb uplift at joint 2 and 1 - Py REACTIONS (lb/size) 2-1613/0-8-0. 10-1613/0-8-0 a (n �. lb uplift at joint 10. Max Harz 2--322(LC 3 971 LC 5; 10=-971 NC 6) �� ' v LOAD CASE(S) Standard Max Uplift 2=- FORCES (lb) - Rrst Load Casa Only e ' TOP CHORD 1-2-12, 2-3= 1659. 3-4--1558. 4-5--1569, 5-6=-1445. 6-7=-1445. Y -18�0, 8-9--17B4.�p�10=-21�47!'1,t1 BOT CHORD 2-16m1410,15-16�1224,14-15=1224,13-14=1336,12-13=1336,10-12 9 C� O WEBS 3-16=-37. 4-16--101, 5-16-322. 5-14-403, 6-14--319, 7-14-199. 7-1 2 -V=-349, 9-12--1 ®! �s� 0 °°00�oirl iueMge� 'e 3 0 0,2-0-0, 9-0-5 t�i 18-0-0 23-0-0 26-11-11 34-0-0 3-0-0 2-0-0 7-0-5 3-11-11 5-0-0 5-0-0 3-11-11 7-0-5 2-0-0 3-0-0 1 5x5 = 1.5x4 II 5x5 = ox0 = 16 15 14 13 12 4x8 II 4x8 = 3x6 - 3x8 - 3x6 = 4x8 = 4x8 II PLATE: AUTOMATIC STAMPING SEALING C 1 hot-dippped z. Connector dimensions Indicated SOUTHERN 3. C tt ng an fttt ng o TRUSS a. Unless oth roof cheat COMPANIES 5. The penman member and for the at 2590 N. Kings Highway Trusses ca Fort Pierce, Fl. 34951 handled in (772)464-4160 Fax:(772)318-0015 BRACING. R COMPONENT of Suitet312P Read all rn 9-0-5 18-0-0 26-11-11 36-0-0 9-0-5 8-11-11 8-11-11 9-0-5 FURNISH A COPY OF THIS TRUSS DESIGN ISS DESIGN BASED UPON THESE DESIGN CRITERIA: ire fabricated from 20 gauge ASTM A653/653M Grade A or better zed steel. ire applied to both faces of truss at each joint. Where shown, plates are symmetrically placed about joint or as TO ERECTION CONTRACTOR a1 TC a.63 ec 0.62 w9 0.61 (ue9.) DER. In (') I/deo Ud Vad LL -0.1214-16 >996 3so v-oa614-16 >999 240 N,a�LL o.11 1D /a /a wad(t>� 0.131htfi >c99 i4o TYPE: H13 PLATES GRIP AS20 246/195 A916H 246/195 LOADING DATE: 19 Mar 2010 es (o). liMivv shall 6e ac omplished using equipment producing snug embedded plates. Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) ioted, compression top chord to be continuously braced by the Ictural restraint shown is to prevent buckling of individual truss LOADING pet) SPACING 2-0-0 TOLL 0.0 ploteslnerease 1.00 intended as a bracing plan for the roof structure or as a plan TDDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress incr YES of the roof to the building. CAUTION: BC 10.0 Code FBC20 7/TP12002 Igerous and caan cause damage and uersonal Injury if improperly ERECTION and/or bracetl. Bracing shown on this drawing is NOT 'SCSI the Truss Plate Institute (TPI) publication 2008 BUILDING NFORMATION. Guide to good practice for handling installing wood trusses'. TPI s located at: 218 North Lee Street �O)I Inected ria VA 22314. Telephone: (703) 683-1010. E-mail: infoEltpinst.org -turn.a WARNINGS enclosed with drawing package. _ ARCE ENGINEERING j s_ ®fines 8932 QTY. 2 LUMBER TC 2 X 6 SYP No.2 'Except* T2 2 X 4 SYP No.2, T2 2 X 4 SYP Not BC 2 X 4 SYP No.2 BRACING `\ (� �• TOP CHORDo e(urpl� sheathi direeU)9p 80T CHO 6jr d eillMMg direeuy-ap d or 8-5 `P,a . J oc b ,ing. gr14 NOTES 1) Unbalanced roof live loads hwe been considered for this design. 2 Wind: ASCE 7-05. 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 DOL=1.33. WB 2 X 4 SYP No.3 WEBS ^��ffffff Qb midpt y , w a • plate grip water 3) Provide drainage to water WEDGE Left. 2 X 4 SYP No.3, RighL• 2 X 4 SYP No.3 +rJ 4 +� • 'h ! y adequate prevent pending. 4) Thte Wss has been designed tar a 10.0 bottom chord live load nonconcurrent with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstand)ng 996 lb uplift at joint 2 and 996 I - Pb, REACTIONS (lb/size) 2-1613/0-8-0 10-1613/0-8-0 4. ° � �• lb uplift at Joint 10. Max Hors 2--393 LC 3 ` Max Uplift 2=-998�LC 53, 10=-996(LC 6) Q\ : --I°�„ LOAD CASE(S) Standard FORCES (lb) - First Load Case Only o • """"�� TOP CHORD 1-2=12, 2-3=-1604, 3-4=-1460, 4-5=-1181, 5-6--1066, 6-7--1067, X -11%5, 8-9=-1Z�C(9-10--2Vgc;� Sy,Y SOT CHORD 2-16=1377, 15-16-1274. 14-15-1274. 13-14-1582. 12-13-1582,10-12 1 .• `j • A��GG �_�O WEBS 6-14-588, 4-14=-229, 4-16-196. 3-16--104, 8-14s-585, 8-12-206, 9-if-- ° '01 ° S N m� oeo�o, �e s a Ve B ° �9®%% -3-0-0,2-0-9 9-0-5 1 -0-0 18-0-0121-0-01 26-11-11 34-0-0 6-0-p39-0-0, � -I- 3-0-0 2-0-0 7-0-5 5-11-11 3-0-0 3-0-0 5-11-11 7-0-5 2-0-0 3-0-0 I 4. 0 4x8 2x5 II 4x8 5x5 = 16 15 14 13 12 " 4x8 II 4x4 = 3x6 - 3x8 - 3x6 = 4x4 - 4x8 II 9-0-5 18-0-0 26-11-11 36-0-0 9-0-5 8-11-11 8-11-11 9-0-5 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diDped galvanized steel. Z. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). ®�TI��IR� 3. Cutting nlJ fabripti?? shall be acp omplished using equipment producing snug fitting joints an fu y embedded fates. 4. Unless oherwise noted, compression top chord to be continuously braced by the TRUSS � roof sheathing. COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracin pplan for the roof structure or as a plan for the attachment of the roof to the �utIding. 2590 N. Kings Highway Trusses can he dangerous and caCAUTeIONzge and persogal injury if imuroperly Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 200E BUILDING COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street 4 Su312. Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.org Read itell manufacture's WARNINGS enclosed with drawing package. 1C 0.97 8C 0.62 WE a.43 (uabtx) LOADING TYPE: H15 o6.1L In;we) I/a°n L/e I PLATES GRIP Vert(( -0.17 4-18 >999 360 Ven(1L -0.5212-14 >668 240 AS20 246/195 Ibrs((77LL)) 0.12 10 ASiBH 246/195 Wind(LL) 0.2214-16 >999 210 LOADING (pal) I SPACWG 2-0-0 TCLL 0.0 Plotn Increase 1.00 TCOL 10.0 Lumber I.-... 125 BCLL 0.0 Rep Sruss Incr YES BCDL 10.0 Code FBC2007/iP12002 DATE: 19 Mar 2010 Version: 10.1a p ARCE ENGINEERING ,,>``7�1 1�s'k : cS es 8932 QTY. 2 LUMBER BRACING v .' (1 1 '� • • j0 TC 2 X 4 SYP No.2 •Except• T1 2 X 6 SYP No.2, T4 2 X 6 SYP No.2, T1 2 X 6 SYP NaOP CHORD tural 1�y heathrn directrrgp ePa°rp BC 2 X 4 SYP Na.2 0 t' tic puriins.. �'' 'gib Ing NOTES 1)) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No-3 DOT CHORJ� ee direcU p r 1g ay e. %(" s Lumber DOL-1.33 plate grip DOL=1.33. 3)) Provide adequate drainage to water WEDGE ., J >rgc g. I�� Left: 2 % 4 SYP No.3, Right: 2 X 4 SYP No.3 WEBS �1 RMat id Y! . , 1O A16 o prevent ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 _ Ply Ui 5 Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1018 Ib uplift at joint 2 and 1018 lb 12. REACTIONS (lb/size) 2=1613/0-8-0, 12-1613/0-8-0 • a uplift at joint Max Harz 2--465(LC 3) Max Uplift 2= 1018(LC 6), 12--1018(LC 6) ® 0 `' : T •„ ' ,0 LOAD CASE(S) Standard FORCES (lb) - First Load Case Only 1I TOP CHORD 1-2-12. 2-3=-1495, 3-4--1376, 4-5=0, 5-6--1056, 6-7=-931, 7-8---9 0, -10=07, �� a9 12-1=36 2�7 BOT CHORD 18-127-18-1215, 16-17-1215, 15-16-1548, 14-15-1548, 12-14=r 6 1=674WEBS 7-674.-16-295, 4-18-187. 3-18--62, 10-16--681, 10-14�191, 11- ¢==105 ° C2 N� ••�'/00 • • V "'fill e� %® n q 19-0-0 39-0-0 —3-0—�-0—Q 9-0-5 17-0-0 4-0,-01 26-11-11 34-0-0 6-0—,0 3-0-02-0-0 7-0-5 7-11-11 1-0-0 7-11-11 7-0-5 2-0-03-0-0 21( 0-lb 4x8 s 7.00 12 4x8 5x5 = 18 17 16 15 14 0xZ 4x8 II 4x4 = 3x6 = 3x8 = 3x6 = 4x4 = 4x8 II 9-0-5 18-0-0 26-11-11 36-0-0 9-0-5 8-11-11 8-11-11 9-0-5 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO AdAlughh- SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ff. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not shown, plates are symmetrically placed about joint or as indicated by circles (o). 3. cut tjng nd fabr.I ti p shall be accomplished using equipment producing snug fitting ai�ints and fu�ly embedded plates. 4. Unless otherwise noted, compression top chard t0 be continuously braced by the roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. CAUTION: Trusses can be dangerous and can cause damage and Personal injury if improperly to ORMATION. Guide to good cted wood trusses'. TPI a VA 22314. Telephone: NG org ECTION CONTRACTOR TYPE: H17 m DLFL m (we) I/deg ii4-16 L/d PLATES GRIP 1C am Be 0.62 WB 0.53 Vert(l1) -0.12 >BBB V -0.J7 14-16 >BBB H{1oorrxa((I1LL)) 0.12 12 n/a J60 240 /a AS20 246/195 A51tiH 246/195 (tabu) Wad(l1) 0.14 16-18 >999 240 LOADING DATE: 19 Mar 2010 Version: 10.1a CRITERIA: ANSI/TPI 1-2002 (MATRIX) LOADING (PsO SPACING 2-G-O TCLL 200 Plates Increase 1.00 TCOL 10:0 Lumber In—... 1.25 BCLL 0.0 Rep Stress lncr YES BCDL iDUO Code FBC2007/TP12002 EN ARCE ENGINEERING 66i H'® es 8932 QTY. 8 LUMBER BRACING O ' • (1 1 • • •� NOTES TC 2 X 4 SYP SS *Except* T1 2 X 6 SIP No.2, T1 2 X 6 SYP No.2 TOP CHORLI,O Ctefol�0 eheothl directly,p po4-4-1 1) Unbalanced roof live loads have been considered for this design. Be 2 X 4 SYP No.2 O pyiriihY• �' 2 Wind: ASCE 7-051 140mph (3-second gust); h=27ft: TCDL-6.Opsf; BCDL=6.Opsh Category II; Exp C; enclosed; MWFRS (low-rise); WB 2 X 4 SYP No.3 SOT Oct,CHigfd -� ng diroc a i d or '4 oc bring. Lumber DOL-1.33 plate grip DOL-1.33. WEDGE WEBS e• 01 XXq at m dp9� 1 , 8+1�i- � 3) This Wes has been designed fora 10.0 psf boHom chord live load nonconcurrent with any other live loads. Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 1 �i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1027 lb uplift at joint 2 and 1 _ Ply '� 1027 lb uplift at joint 10. REACTIONS (Ib/size) 2-1613/0-8-0, 10-1613/0-8-0 Max Harz 2-501(LC 4) ` .� m LOAD CASE(S) Standard Max Uplift 2=-1027(LC 5). 10--1027(LC 6) FORCES (lb) - First Load Gas. Only o • 'Q TOP CHORD 1-2=12, 2-3--1445, 3-4--1340. 4-5=0, 5-6� 1002, 6-7-0. 7-8=0, 8 t 9-10=-19 f6gi-11-36^� BOT CHORD 2-16=1230,15-16+1186,14-15�1186,13-14�1523, 12-13=1523, 10-12 2 s •,/ �� ` WEBS 3-16+-45. 4-16-184, 4-14--313, 6-14-694. 8-14�-703, 8-12-187. 9- 2 -81k •.° • - 3SN ,q•��®0� 39-0-0 -3-0-q,2-0-Q 9-0-5 1 18-0-0 26-11-11 34-0-0 �6-0-,0 3-0-0 2-0-0 7-0-5 8-11-11 8-11-11 7-0-5 2-0-0 3-0-0 Sx9 7.00 12 6 5x5 = 16 1 15 14. 13 12 JXJ 4x8 II 4x4 = 3x6 - 3x8 - 3x6 = 4x4 = 4x8 II 9-0-5 -18-0-0 26-11-1 9-0-5 8-11-11 8-11-11 36-0-0 9-0-5 PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl TC a-% DEFL In V LL -0.12 4-18 >BBB ati0 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.62 vane -0.se14-106 >BBB 240 AS20 248/195 hot duped lgalvanized steel. Connec or ates are applied to both faces of truss at each joint. Where w9 o.ea (matrix) 0.12 10 /a /c wad LL 0.14 14-16 >999 2 3 A518H 24s/195 z. p dimensions are not shown, plates are symmetrically placed about joint or as LOADING GATE: 19 Mar 2010 ®UTI"�Ir�� indicated by circlets (po). b 3. fitting and fabts andrafi?T shalld edacTomplatesjshed using equipment producing snug Version: IO.la CRITERIA: ANSI/TPI 1-2002 (MATRIX) TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the LOADING (psf) SPACING 2-0 0 roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss TOLL 3a.o Plates Increase 1.00 ®� PA�01r� member and is not intended as a bracing plan for the roof structure or as a plan TOOL 10.0 Lumber Increase 1.25 for the attachment of the roof to the building. BCLL 0.0 Rep Stress In" YES CAUTION: BCDL 10.0 Code FBC2O07/TP12002 2590 N. Kings Highway Trusses can b0 ddngerous and can taus0 damage and krsogqal Injury if im ropperly this is NOT E�ECTION Fort Pierce, Ft.34951 handled instaglee and/or braced. Bracin shown on tlraw ng the Truss Plate Institute (TPI) 'SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 BRACING. Refer to publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 5 of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street infoetpinst.Org l O Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: Read all manufacture's WARNINGS enclosed with drawing package. ' 1