Loading...
HomeMy WebLinkAboutTruss*BUILDER"S WARNING* WARNING*THIS S A PLACEMENT PLAN FOR ENGINEERED COMPONENTS AS DEFINED BY WTCA 1 - 1995. BRACING: 1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS IINEERING SPEETS E STRUCTURAL DATA, NUMBER OF GIRDER AND BACK CHARGES WILL NO I BE ACCEPTED t SS OUR DESIGN DEPARTMENT APPROVES THEM IN ADVANCE INSTALLED HAVEOT BEEN ANALYZED BY BCSI-B1 SUMMARY PERMANENT IIES UNLESS ALL HANGERS ARE SiMPSONIACCORDING LL BEARING POINTS MUST BE EA THCAO T TTRUSSMS BRACINGHE 2 OR THE STRUCTURE IS HE PLSETS AND THE CONNECTION INFORMATION. OTHERWISE NOTED. INSTALL HANG RSSS ERECTION AND INSTALLATION OF R BLILITY OF OTHERS. OUR DESIGN DEPARTMENT MUST APPROVE TO THE CURRENT SIMPSON STRONG -TIE CATALOG RIOR TO INSTALLING ANY TRUSSES! FAILURE FOLLOW INSTRUCTIONS ON THE B SI BOR SUMMARY 3) INSTALUSSES WEB BRACING AS STATED ON SEALED ALTERATIONS AND/OR REPAIRS TO TRUSSES IN DO SO MAY RESULT IN DAMAGED TRUSSES AND WILL VOID ALL W RANTIES. SHEETS AND SEALED ENGINEERED TR DRAWINGS 10'-4" BEARING HEIGHT a� CL 0 S1' 11fT('iE E;IA-T). F"'I'. I'IEF14F fI, ,II!ItIG 01'1 VA;: { —,")41.;1;-'24110 I'AN: 1 T_'146U-Da;`E7 USTOMER:S&D °OJOB NAME:Kraus Residence ofkDDRESS:Lot#32Watersong ITY/CNTYPort St.Lucie / St. Lucie o JOB# 23969 JOB # ODEL custom wH 31ARAGE u) 3Q FT 2781 ft2 ATE 09/04/12 LATEST=/ n A N ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST TRUSS is the "Truss Design Engineer" - Trusses are designed in accordance with the Florida Building Code PPROVAL NOTE: _ y approving this placement plan(s), signatured anywhere on this sheet', the ustomer or his representitive acknowledges that this placement plan cori plies th the structural intent of the project. `< The customer also acknowledges that this approval authorizes EAST 1 OAST TRUSS to manufacture these trusses and deliver them to the project ; ndicated on this drawing. 1 The customer also acknowledges that he/she accepts financial 1 esponsibility for any repair, engineering, and labor required due to errors 1 ther than those of EAST COAST TRUSS. igned: J ate: Q Z U_ CODE = FBC 2010/TP12007 ASCE 7-1 CQ DESIGN CRITERIA = C&C W OCCUPANCY CATEGORY = II IL EXPOSURE = C MWF SPEED =170 Q BUILDING TYPE = ENCLOSED MEAN HEIGHT = 42.00 ft (n C) GRAVITY LOADS U) FLOOR: DUR FACTOR= 1.0 J PSF=TCLL - TCDL- BCLL-BCDL Z 40.0,10.090.0,5.0 7) ROOF: DUR FACTOR= 1.25 U j I il:r^C=T^ -r/ D D 1 r - �L� - vtJL - r�CLt_ - P,uL 20.0915.0,0.0,5.0 U) LOADS PER FBC & FRC Z) *NON -CONCURRENT BC LL 10psf T -P t()Q(UIR41 &I H UNLESS SHOWN ON ENGINEERED TRUSS DRAWING, W ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN v ON ENGINEERED TRUSS DRAWING. SPRONG BACK104O.C., IS RECOMMENDEDO 0 O FLOOR TRUSSES SPANNING 20'--0" OR MORE W CAU T ION: SPANS GREATER THAN 0-D � ) MUST BE SET WITH A SPREADER BAR. THE V SPREADER BAR SHOULD BE AT LEAST 112 TO 213 IN LENGTH AS THE SPAN OF THE TRUSS BEING SET. REFER TO 9CI-B1 FOR COMPLETE O ERECTION AND SAFETY PROCEDURES. ALL BEARS BY BUILDER Z OSUPPORT ANY PLANT SHELVES 4 51116�L­- s - - 1 9 5/ " TYP. END DETAIL CL O U O W fL ol_ Q T_ TRUSS PLACEMENT PLAIN 1/4" if pI .Designed I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MITek® RE: 23969 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: S & D Contracting Project Name: Kraus Model: Tampa, FL 33610.4115 Lot/Block: Subdivision: Address: Lot 32 Watersong City: Port St. Lucie / St. Lucie State: Fl. Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010frP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed 170 mph Floor Load: N/A psf Roof Load: 55.0 psf This package includes 41 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No., Seal# JTruss Name Date No. Seal# Truss Name Date 1 T4885422 -•CJ2 6/14/013 18 T4885439 A04 6/14/013 2 T4885423 -CJ4 6/14/01 19 T4885440 A05 6/14/013 3 IT4885424 I -CJ48 16114/013 20 T4885441 I A06 14 013 4 IT4885425 I -CAV 6/14/013 21 IT488542 I A07 6/14/013 5 IT4885426 ^-CJ6 6/14/013 122 T4885443 I A08 6/14/013 6 IT4886427, -CJ68 16/14/013123 IT4885444 I A09 /14/013 7 IT4886428 -CJ6V 6/14/013 124 IT4885445 1A10 1 013 8 IT4885429 I -EJ6 6/14/013 25 IT4885446 IA11G 6/14/013 19 I T4885430 - I "EJ8V 16/14/013 126 I T4885447 I Al2 16/14/013 1 110 I T4885431 I -HJ4 16/14/013 127 I T4886448 I A13 6/14/013 1 I11 IT4885432 I -HJ6 16/14/013 128 I T4885449 I A14 16/14/013 I I.12 IT4885433 1-HJ7 16/141013129 IT4885450 1A15 6/14/0131 13 IT4885434 I -HJ7A 6/14/013 30 1 T4885451 A16G 6/14/013 14 T4885435 -HJ8V 6/14/013 31 T4885452 601G /14/013 15 IT4885436 JA01G 14/ 13 32' IT4885453 1B02 6/14/013 16 IT4885437 IA02 I eiwon33 1 T4886464 1803 1 17 IT4885438 IA03 6/14/013 34 IT4885455 ICOIG 6/14/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 4 - 1' ?W .';i c�ry �K. IN No 68.1 2 o ® 1 � • r �;0- -STATE OF . 40 'sitrn11 FL Cert. 6634 June 14,2013 Alban, Thomas 1 of 2 RE: 23969 - Site Information: Customer Info: S & D Contracting Project Name: Kraus Model: Lot/Block: Subdivision: Address: Lot 32 Watersong City: Port St. Lucie / St. Lucie State: FI. No. I Seal# I Truss Name Date 35 T4885456 D01 6/14/013 136 IT4885457 I D02G 16/14/013 1 137 IT4885458 J HJ6S 16/14/013 138 IT4885459 I MG5 16/14/013 139 IT4885460 I MG6 16/14/013 1 140 I T4885461 I VM2 16/14/013 1 141 I T4885462 I VM4 16/14/013 1 2 of 2 Job Truss Truss Type Qty Ply T4885422 � 23969 —CJ2 Jack -Open Truss 19 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:31:46 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-w6yLCmg6WjJxJPPrdSuhLX17zE73Me4GB4colwzshl 1-11-3 2 0 1-11-3 Scale=1:10.3 2 3 6.00 12 u v 1 � 2x4 = Provide bearing connection(s) to resist 4 horizontal reaction(s) shown. i -0-20 0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.18 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS Ib/size 4=34/0-8-0 (min. 0-1-8). 2=154/Mechanical Max Horz4=196 LC 2 2=196 LC 2 Max Uplift4=27(LC 8), 2=66(1_C 8) Max Grav4=41(LC 3), 2=180(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf,, h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. `/I{ 1111 / ,I/`.* 4) Refer to girder(s) for truss to truss connections. ��``U' N y 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at Joint 4 and 66 lb uplift at joint 2, ,�� PO • ...... • 6) Non Standard bearing condition. Review required. Q ♦� 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �; • V� SAC`••. �i �� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 68182 LOAD CASE(S) * �• • * ~ Standard • T OF :0., 1111111{li�` FL Cert. 6634 June 14,2 12 A WARNM • vaVy dam,/yrzpammdem andRUAD NOYBB ON7 MSAND INCLUDED XTEKRBFBRUMB PAGB M-7473 BeFORS US& !— Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector Additional permanent bracing of the. overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. If Safety ilthplYh.Piltl7SP�lumbit.19spefffsed�lthedesigAeYiuesatte+itFi�Ad=.ff8C15ve 066112012 ymm Tampa, FL 33610d116 Job Truss Truss Type Qty Ply T4885423 � 23969 —CJ4 JACK -OPEN TRUSS 15 1 job Reference (Qplional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:31:47 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oygUU-OIW7P6hkH1RoxY 1BpPwulrF3eQ155ZPQkMLgMz6h1 4-0.0 4-0.0 Scale = 1:15.3 3 4 6.00 12 1x4 II 2 1 6 W = 7 5 1x4 II 40.0 i 9 5 0 -10. 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) 0.00 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.32 Vert(TL) 0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 3 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 14lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 440-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=388/0-8-0 (min. 0-1-8), 3=19/Mechanical, 6=26/Mechanical Max Horz7=83(LC 8) Max Uplift7=151(1_C 8), 3=25(LC 5), 6_-44(LC 16) Max Grav7=449(LC 2), 3=37(LC 13), 6=3(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=11/350 BOT CHORD 1-7=508/13 WEBS 2-7=286/83 NOTES 1) Wind: ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 01 N v .• �� 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit ,�� PQ• ....... between the bottom chord and any other members. E • �i ,ice N S+ •.� �j, 4) Refer to girder(s) for truss to truss connections. ; �, 4C1 • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 7, 25 lb uplift at joint 3 and 44 Ib uplift at joint 6. N 6818200 * �; 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard „ r • T OF10 .�O ��'ss• • •N A1. E ;% rr�nllil�� FL Cert. 6634 June 14,412 A WARMNG - VerTy design pw=mdcm dndRSBD MnZS ON ZWS AND JNCLUOBA D4f7BJCRBFMOMB PAGB NIf-7473 BBFORS USS Design valid for use only with AATek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, YA 2374 RSauttlet2PiaseY3YP lurdber.issgecifiedr dies>grlvafuesate idro5t?eWeca4(U O1A=byA= Tampa, FIL 3361 D-4115 Job Truss Truss Type City Ply � T4885424 23969 —CJ4S JACK -OPEN TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:31:47 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oyglAl-0IW1P6hkH1RoxY 1BpPwulrJWeTC55KPQkMLgMz6h1 2-2-10 2-2-10 Scale = 1:15.5 0012 2 3 1x4 i6.Fl 1 Ll 6 4 2.4 II i 2-2-10 --o LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) -0.00 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.12 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a Na BCDL 10.0 Code FBC2010ITPI2007 (Matron-M) Weight: 8 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 6=9210-8-0 (min. 0-1-8), 2=74/Mechanical, 5=27/Mechanical Max Horz6=79(LC 8) Max Upliift2=-49(LC 8), 5=14(LC 8) Max Grav6=107(LC 2), 2=93(LC 13), 5=45(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit I 1 I till, between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections.Q�Q. ,'ji� ��� 01 N V F� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 2 and 14 lb uplift at joint 5. • . �, Ci �.�, •.� �� 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `i�'Q • , • tC`••••. �j, 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = * N 681.82 * , LOAD CASE(S) Standard r r F ��:• T O44J �• if FL Cert. 6634 June 14,2111.: A WARW1WG - Ver4jy design pamminetans andRM IMM ON ZHIB AW IWCLUDBD i9IMUCRB MUMB PEG$ MV1-7473 BBFORB USB Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPl1 Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety iStlufh>ttk P3rse�SPiabiurilb�iu ffiedthea�gnwaf� areithiii�A�etdve �01A013byA15C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply T4885425 23969 -CJ4V Jack -Open Truss 4 1 � Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:31:49 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-KheTgoyoehVAs7QIEROzAwUTR7LZ7Mit2rSvFz6h1 2-5-5 i 3-11 -4 4- 0 2-5.5 1-515 0 2 Scale=1:15.3 3 4 i e.o0 12 , 2x4 I I 2 a, 1 F IN, W — 3.50 12 7 5x6 = 5 0 -9.5 0.B-0 -5. 5 Plate Offsets X 1:0-4-4 0-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.20 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(TL) -0.12 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 16 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=422/D-8-0 (min. 0-1-8), 3=-59/Mechanical, 6=18/Mechanical Max Horz7=83(LC 8) Max Uplift7=149(LC 8), 3=67(1_C 2) Max Grav7=489(LC 2), 3=14(LC 4), 6=35(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=135/879 BOT CHORD 1-7=1400/217 WEBS 2-7=4551127 NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gripDOL=1.60UI.N 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v. !!t!, �� 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 ,�� P. • • •.• •.• tall by 2-0-0 wide will fit % �•• . Na •. �j between the bottom chord and any other members. ,Q .E V �`••.•. '�i� 4) Refer to girder(s) for truss to truss connections. �, •� s N 681.82 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 7 and 67 lb uplift at joint 3. = * 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •j O F ' 4/ '`�,.` Ft_ Cert. 6634 June 14,2 A WARMM - VaVy d,=i9npw=ndm andRM MnWON7iRSMDMMWBDMMUCRUERMBPAGBM-7473BBFORBUSE ■� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. ��• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stabllity during construction Is the responsiblliy, of the �1Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conttrol. storage, delivery, erection and bracing, consult ANSI/rPll Quality Crtteda, DSB-89 and BCSI Building Component 6904 Parke East B�. HfeNlSoutheiriPirte�SPMlurnberE%spec�led.thede5ign exaltk4mueltthoSftAEffet[ivCG6�OIA=byA15C Tampa, F13361oa115 113 Job Truss Truss Type Qty Ply dJob T4865426 23969 —CJ6 JACK -OPEN TRUSS 7 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:31:49 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oygW-KheTgoj_oehVAs7QIEROzAwYnR6DZ oit2rSvFz6h1 6-0-0 6-0.0 Scale=1:21.2 3 4 6.00 12 1x4 II 2 1 8 2x4 = 7 5 1x4 II 95 gili0 3 0. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.27 Vert(fL) 0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.03 3 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:21 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0-oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS (lb/size) 7=433/0-6-0 (min. 0-1-8), 3=112/Mechanical, 6=26/Mechanical Max Horz7=124(LC 8) Max Uplift7=172(LC 8), 3=62(LC 8), 6=-48(LC 5) Max Grav7=502(LC 2), 3=136(LC 13), 6=62(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=25/322 BOT CHORD 1-7=497/32 WEBS 2-7=389/107 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpt=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 [IRF� `,�i1�111II 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %� 1 I� 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit,��� PQ�,,.VF� between the bottom chord and any other members. .�� G E N �0 4) Refer to girder(s) for truss to truss connections. , ; •�1 SF • :� tj* ,� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 7, 62 lb uplift at joint 3 and 48 lb uplift at joint 6. * N 681.82 ' 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • • LOAD CASE(S) Standard �+ T F W It 111111 FL Cert. 6634 June 14,2 1� A WARNING - VerTy d=t9n,parmn0A" ntdRW M)= GIV 7HIS AM ISMOmBD J67MRUMMCB PAGE J WI-7473 BBFORS US& Design valid for use only with M,Tek connectors. This design Is based any upon parameters shown, and is for an individual building component., Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek* M erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuff ANSIyrPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. feyiuWntt PutI�vPilbltailhm.11S5iecfIcd,ihedesligriVdtilPSdieted1�2eAI� datntyra ?23120ISbye Tampa, FL33610d115 Job Truss ype Q Plyty23969 FJACK-TOPEN T4885427 —CJ6S TRUSS 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:31:50 2013 Page ID:r1 vBp4cyjyvrzSRsglhD9oygUM-ptBr1 BkcZypMoOicsxydWNTj1 rSxIS4r6ia?Rhz6h1 4-2-10 4-2-10 Scale =120.5 2 3 6.00 12 � 2x4 I I 1 6 54 3x4 I 4-2-10 2- 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.56 Vert(LL) 0.02 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.04 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.05 2 Na Na BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 15 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=187/0-8-0 (min. 0-1-8), 2=142/Mechanical, 5=54/Mechanical Max Horz 6=120(LC 8) Max Uplift 75(1_C 8), 5=9(LC 8) Max Grav6=217(LC 2), 2=171(LC 13), 5=85(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 34.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `,'�� , �� QV IN V F� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 2 and 9 lb uplift at joint 5. �� P. • • ..• • • • �••\ C E N S •• `� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� ,Q �.` ••.•. ' ,�i 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) NC 681.82 * • • •' Standard i �•'. T10 0 NAi FL Cert. 6634 June 14,2 1� A WdRj48 w - Vero design po mrretem andRm N07B8 ON nus AND INuww wrwRBFBRBNCBPAGB M-7473 BBFORS UM Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is foran individual building component.• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. rf Safety 3atiieiat PirseiSP� lumble berr sNspecifi lede thedesrgneugu� are thoise 2. ctive 0£ 61<,( 61r 23 4 013 AiSC Tampa, FL 33610 4115 Job Truss Truss Type city Ply � T4885428 23969 -CJ6V Jack -Open Truss 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 13 14:31:512013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-H31EFUkFKGxDQAHoQrrs2b?uGFnhl ul?KMKYz8z6h1 6-0-0 6-0-0 Scale=1:21.2 3 4 6.00 12 1x4 II 2 1 8 2x4 = 7 5 1x4 II 9 0 3-10-11 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.27 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:21 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=433/0-8-0 (min. 0-1-8), 3=112/Mechanical, 6=26/Mechanical Max Horz7=124(LC 8) Max Uplift7=114(LC 8), 3=58(LC 8) Max Grav7=502(LC 2), 3=139(LC 13), 6=62(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=83/279 BOT CHORD 1-7=423/132 WEBS 2-7=389/125 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `iIIII I l sl/�� 2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2-0 0 wide will fit 1 N C% Q• �j between the bottom chord and any other members. • • •. . r ��`•�.......... (, E Ar d • �� 4) Refer to girder(s) for truss to truss connections.�j, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 7 and 58 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. design) is N c 6 $1 82 7) Warning: Additional permanent and stability bracing for truss system (not part of this component always required. LOAD CASE(S) Standard F : W Z r/innll�`� FL Cert. 6634 June 14,2 13 A WAM* • VaVy design pwwnetaa andRWW NOTES ON7NIS MD INCLUDBD idl773KRUMM CB PAGB 191-7473 BBFORB [ISB, Design valid for use ontywith MITek connectors. This design is based only upon parameters shown, and is for an individual building component. !� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllfy of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Cr�Zitteria. DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. If "ISouth mPineiSPilumbttilVecifiler#thedtsign atuesa72thos--AICff2ttive 1?GiD31( ihyla C Tampa, FL 336104115 Job Truss Truss Type Qty Ply T4885429 � 23969 -EJ6 Jack -Open Truss 5 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:31:52 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oygW-IGJcSglt5Z341Ks7_M 5boY3uf7umLV1BZ036Vaz6h1 6-0-0 6-0-0 Scale=1:21.2 3 6.00 12 1x4 II 2 d c� 1 2x4 = 5 4 1x4 II i 1-9.5 �2-1-5 6-QO i -s•s o 3• o• LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.02 3 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=109/Mechanical, 4=23/Mechanical, 5=436/0-8-0 (min. 0-1-8) Max Horz5=123(LC 8) Max Uplift3=55(LC 8), 5=116(LC 8) Max Grav3=136(LC 13), 4=56(LC 3), 5=505(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=90/271 BOT CHORD 1-5=411/142 WEBS 2-5=394/127 NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 0�{ V 1 N 3) ' This truss has been designed for live load 20.Opsf the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit a of on between the bottom chord and any other members, E N S •. „ ci�,,�P•1 C •� 4) Refer to girder(s) for truss to truss connections. V F 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3 and 116 lb uplift at joint 5. Z. s. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 6 81.82 * ;• 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard -� FL Cert. 6634 June 14,211,13 A WARNM - VerTy design para mdem andRBAD AWW ON 7WB AM AIF EMBD AUTEKRBFMMB PAGB ffiI-7473 BEFORB US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ■• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. ifSouthem:Pureis hunb��s i5ccified,thedesigiavatuc53rethosecffettive06 OW013byAM Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply T4885430 � 23969 —EJBV Jack -Open Truss 9 1 Job Reference (opilonal) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:31:52 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-IGJcSglt5Z341 Ks7_M_5boY2ht7hmM_BZ03BVaz6h1 2-55 , 8-0-0 , 2-5.5 5-6.11 3 Scale=1:26.4 6.00 12 N 2x4 I I h 2 n 1 3.50 12 2x4 = 5 5,6 = 1-s•s 2-ss e-ao ae-o sa LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.29 Vert(TL) -0.10 4-5 >678 180 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2010/1-PI2007 (Matrix-M) Weight: 28 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 3=169/Mec1 hanical, 5=643/0-8-0 (min. 0.-8), 4=47/Mechanical Max Horz5=164(LC 8) Max Upl'Ift3=83(LC 8), 5=136(LC 8) Max Grav3=206(LC 13), 5=629(LC 2), 4=95(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=265/454 BOT CHORD 1-5=697/393 WEBS 2-5=552/170 NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Ili; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 i►111►/ ,�I�I 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,����� V f♦ N 'V 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i�t r•''G E to truss 4) Refer to girder(s) for truss connections.V� • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3 and 136 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 681.82 * 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ; LOAD CASE(S) Standard :��• T OF ' W r0 r• P �� �,�SS • •N AL E����� �� 1/11►Illi��, FL Cert. 6634 June 14,2 1 A WARMNG - VerTy design pmwaders andPMD =7W ON7MB AW INCLUDED M 7WRMMUWBPdfiB JUI-7473 BBFORB USIK Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsblity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibiity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and SCSI Bunding Component 69D4 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street, Sun%312 Alexandria, Vqq 2314. IlStuuttitytre PirseYSP�Iumber.lsspecifredtthed�igp values ate those eliettive 06/O1A=lbVAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply FJobRefe[enca T4885431 23969 -HJ4 Diagonal Hip Girder 1 1 (Qptional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 Mi fek Industries, Inc. Thu Jun 1314:31:53 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oygUM-DSt_,gAmVstBxfrRBX3WK705Fp2QwVoLlogpf2Oz6h1 i 2-10-9 3-7-14 i 2-10-9 11 Scale=1:11.6 3 tx4 II 4.24 12 2 w N 1 4 2x4 = 1x4II5 10.9 3. l 2-5.6 . 2-0. 3 0.8- r -5- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.07 3 Na n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 13lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 3=254/Mechanical, 4=269/Mechanical, 5=864/0-8-0 (min. 0-1-8) Max Horz5=52(LC 8) Max Uplift3=295(LC 2), 4=311(LC 2), 5=-363(LC 8) Max Grav3=98(LC 8), 4=118(LC 8), 5=1001(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=146/513 BOT CHORD 1-5=629/183 WEBS 2-5=549/183 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf: h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 %%%J1111►►811 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSlrrPI 1-2002. �� F �� 3) Gable studs spaced at 2-0-0 oc. ••... •, r•, C E IV g • �� �y 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. �; �C`••.•. #- 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. N 6 $1. $ 2oo * •• 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 3, 311 lb uplift at joint 4 and 363 lb uplift at joint 5. .� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F • 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O ••. ��� ••� Q;••��,�� LOAD CASE(S) Standard j It 1►litit���� FL Cert. 663:4 June 14,412 A WARMM-Ver4Jy designP-indera andRM N07W ON7ws MD MMUDED ► MiJCRSPt3 WMB PAGE JN-7473111WORS UM Design valid for use only with MTek connectors. This design isbased any upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responstblfity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety InTormaRon a able from Truss Plate Institute, 781 IJ. Lee Street, Suite 312. Alexandria, VA 14 USoushtrre Pine�SP�tumber:ss sfSCCdied, triedestgnvatuas are tiloseetgeetttive 06 .01j1O13 byAM Tempo, FL 33616d115 Job Truss Truss Type Qty Ply lob T4885432 23969 —HJ6 Diagonal Hip Girder 4 1 Reference (optignal) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:31:54 2013 Page ID:rlvBp4cyjyvrcSRsglhD9oyglAl-heRMtVn7dBJoHdDN5nlZgDdPJSoDEFuR1 KYDaSz6h1 i 4-3-6 i 8.5.1 i 4-3-6 4-1-11 2x4 11 Scale=1:21.9 3 4 4.24 12 11 1x4 II 2 1 12 6 2x4 = 7 5 1x4 I I 3x4 I I 5 1 2-5. 2 0.5- 1 5-5-0. 8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(fL) 0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) -0.00 6 Na n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Weight: 32lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=120/Mechanical, 7=521/0-8-0 (min. 0-1-8) Max Horz7=159(LC 7) Max Uplift6=112(LC 5), 7=248(LC 8) Max Grav6=142(LC 2),7=605(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=123/685 BOT CHORD 1-7=881/157 WEBS 2-7=440/157 NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ��� V IN 'V. ��♦ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ♦�♦ ,�� PQ • • • •.• 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �� '.•.' G E N /♦ between the bottom chord and any other members. ♦� �; `�� s�• ;� ♦j 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 6 and 248 lb uplift at joint N 68182 � 7. *: :* 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb up at 5-6-13, and 66lb up at .q 5-6-13 on top chord, and 59 lb up at 5.6-13, and 59 lb up at 6-6.13 on bottom chord. The design/selection of such connection device(s) 1s the responsibility of others. �jO • 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. .�;C •���� P'••� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦♦ .• ♦♦��• •N LOAD CASE(S) Standard aL `1% 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Ill itty Uniform Loads (plf) Vert: 1-3=75, 3-4=75, 5-8=20 Concentrated Loads (lb) FL Cert. 6634 Vert: 11=112(F=56, B=56) 12=51(F=26, B=26) June 14,2 1 A WARNING - Veria d=tgn pw,=w9cm and PMD MIXIM ON MB AND BVCLODBD =MKJWRU NCBPAGB iUI-7473 BBFORS USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information qva able from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 2314. IfSouth2ittPfrteL3F�1umberi55percified,thedesgnva�uesarethoset�ett9ve06i 01AG1S6yAM Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply T4885433 � 23969 —HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:31:55 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-9rtk4miOUSfunbafUYoDRAags60ziFaF_lm6vz6h1 511-6 9-7-3 5-11-6 3-7-13 Scale=1:24.9 3x4 II 4 5 14 4.24 12 tx4 II 3 13 1x4 II 2 1 15 8 16 7 2x4 — 9 1x4 I I 3x4 — 6 1x4 II 3 2-S S 1 - 1- 5 3-7-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.08 B >936 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) 0.08 8-9 >964 180 BCLL 0.0 • Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 39lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=280/Mechanical, 9=560/0-11-5 (min. 0-1-8) Max Horz9=180(LC 7) Max Uplift7=286(LC 5), 9=285(LC 8) Max Grav7=324(LC 2), 9=651(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=58/782 BOT CHORD 1-9=991/72 WEBS 2-9=400/166 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,%J11111 I i 111 grip DOL=1.60 ��,` v' N V �7#4 , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • load bottom in 3-6-0 tall by 2-0-0 fit • �` �� 3) This truss has been designed for a live of 20.Opsf on the chord all areas where a rectangle wide will ,���,�•� G E Al'S between the bottom chord and any other members. �`�•.•. ��� V 4) Refer to girder(s) for truss to truss connections. s 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 7 and 285 lb uplift at joint N 681.82 •� 9. * 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb up at 5-6-13, 66 lb up at 5-6-13 and 43 lb down and 97lb up at 8-4-12, and 43 lb down and 97lb up at B-4-12 on top chord, and 59 lb up at 5-6-13, 59 lb up at 6-6-13, T F • and 22 lb down and 68 lb up at 8-4-12, and 22 lb down and 68 lb up at 8-4-12 on bottom chord. The design/selection of such connection O w device(s) is the responsibility of others. 0*441 • Q •: ,� 8) Warning: Additional permanent and stability bracing far truss system (not part of this component design) is always required. �I� .� Q �. �'�,,� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j�,Ss. • •' f \j %,,,� LOAD CASE(S) Standard �� 1►N Q` ,i1� 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 14=75, 4-5=75, 6-10=20 FL Cert. 6634 June 14,2 13 Continued on Pacie 2 AWARAIM-Varifydssonpasmretersand RBADNOTwoilirISAND TNCLUDBDbmiKRBPBRBNCBPAGBIN-7473BEF=3USIK Design valid for use only with MTek connectors. This design Is based any upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety information va able from Jruss Plate Institute, 781 t4Lee }reef, Suite 312, Alexandria, A 2314. IiSouthetttParte�SP lumbetr5zpecTied tttedesrgn uesatethosecffective 011=31bpAM Tampa, FL 33610-0115 Job Truss Truss Type oty Ply T4885434 23969 —HJ7A Diagonal Hip Girder 1 1 � Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:31:56 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-d1 Z7IBoN9oaWNzAmDC31leiiSGPviBJkUel JeLz6h1 i 6.11-5 i 10-9-13 5-11-5 4-10.8 4x4 I I Scale=1:26.7 4 5 4.24 12 1x4 II 3 U4 I I 2 1 b 8 7 3x4 = 9 U4 I I U4 I I 3x4 =6 5-11-5 10-9-713 2-5• 5 ass s s LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) -0.10 7-8 >897 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.23 7-8 >388 180 BCLL 0.0 • Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 43lb FT =20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP -CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=336/Mechanical, 9=695/0-8-0 (min. 0-1-8) Max Horz9=200(LC 5) Max Uplift7=75(LC 5), 9=219(LC 8) Max Grav7=390(LC 2), 9=805(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=190/534, 4-7=262/66 BOT CHORD 1-9=672/256 WEBS 2-9=470/131 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45111; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 N 2) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. F� �� psf V�� PQ•�,.. Y 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit� G E N S •. `,� �i �� • \ between the bottom chord and any other members. V F••.� �i.0 4) Refer to girder(s) for truss to truss connections. o • Nc 68182 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 7 and 219 lb upl'Ift at joint 9. * �; 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 9•;� T F :• w Z. W � 40 00 �� � rn li ►�t�� FL Cert. 6634 June 14,2 13 ® WAnm • VerTy design Pwas rtetem ancr READ Mors ON nus XM fNCLUD50 D9fMKJWERF.IIfCB PAGE l21/-7473 BEFORE USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Crtteda, DSB-89 and BCSI Bonding Component 6904 Parke Fast Blvd. Solety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexanddo, A 14. Tampa, FL 33610.4115 KSouthetrkPine�SP�lumberis;spec-died; the designvatuesate those etfeti D2fZQ13tsyA= Job Truss Truss Type City Ply T4885435 23969 —HJ8V Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:31:57 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oygVU5D7VVXp7w6iN851ymvaGlsFrSgpFRZatjlntBnz6h1 3-3-15 7-1-12 11-3-0 , 3315 3312 4-1-4 46 Scale=1:27.1 4 5 424 12 1x4 II 3 N 3x6 d 4 2 8 4x6 = o n 1 9 3x4 2.48 12 3x4 = 10 5x6 = 1130 2512 3315 7-1-12 11-2-10 11- 14 2512 0-10-33-8.12 4-0-14 D•03 Plate Offsets X 4:0-1-11 0-2-0 8:Ed a 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) -0.09 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.19 9 >490 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.05 5 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 49 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-10: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation REACTIONS (lb/size) 5=12/Mechanical, 10=765/0-10-3 (min. 0-1-8), 7=293/Mechanical Max Horz 10=171(LC 5) Max Uplift0=10(LC 9), 10=243(LC 8), 7=98(1_C 5) Max Grav5=84(LC 3), 10=885(LC 2), 7=348(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=306/369, 2-3=257/13 BOT CHORD 1 -1 0=-287/410, 9-10=-447/122 WEBS 2-10=668/178, 2-9=1051579 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp �tsrI IIII grip DOLG1,60 0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate 'V . ,PaU`N` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , �� . • •'G E N •' �; • S�• 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit�'► \,� between the bottom chord and any other members. �� ♦. 4) Refer to girder(s) for truss to truss. connections. N 681.82 0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at Joint 5, 243 lb uplift at joint 10 and 98 lb uplift at joint 7. 6) "SemFrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. •.•+ T F w r) •�,� LOAD CASE(S) Standard ,� P . �. ,,ss l/�nlrr►� FL Cert. 6634 June 14,2 A wm=G -Yer mi design p—inters andRm N07m ON 7Hl8 mm INCLUOBD 6II7F1 MWERENCBPAGB JW-7473 BBFORS USR ■■• � Design valid for use only with MTek connectors. This design Isbased only upon parameters shown, and is for an Individual building component. ApplicabiPty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, 2314 Tampa, FL 3361Q4115 If3outRemPirleSPltumberiS5peCflied,111edes7gtiva1Ue!5We'th�effetiire 02f�0131ryA15C 13 Job Truss Truss Type Qty Ply T4885436 23969 A01G HIP TRUSS 1 2 � Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 13 14:32:012013 Page ID:rlvBp4cyjyvlzSRsglhD9oygW=7MOLvsW KCoci2j?IfCSiQbnH3VNBmTewl4KYz6h1 2-55 52-10 , 8.0.0 133-2 , 1B•1-12 i 10 _ 26.1-15 2B•11-5 31�-10 %3 �� S32 4-10.10 52-14 2-9-6 2-9.6 ' 2-SS ' Scale=1:55.0 5x8 = 1x4 II 54 = 4x10 = 6.00 12 4 5 25 26 6 7 3x4 G 3x4 3 8 4x8 4x8 2 9 1 16 15 14 13 10 N r 17 6x8 - 5x8 M18SHS = 4x4 = 6xB = 1P 1,41-1 4x10 4x10 zL- d 1B 11 _ 3x4 = 5x8 3.50 12 5x6 _ 3x4 = g 3 -9-5 & - 6 - 0. 3 S - 0 0. 0 S -6 - 0.13 -& 8- -&5 Plate Offsets X 4:0-6-00-2-B 6:0.3-0 0-3-4 7:0-6-8 0-1-12 15:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.29 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.64 14-15 >499 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.96 Horz(TL) 0.37 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 321 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins. 4-6,6-7: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 2x4 SP No.2 *Except* 13-15: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 2-18,9-11: 2x6 SP No.2 REACTIONS (lb/size) 18=3354/0-8-0 (min. 0-2-5), 11=3353/0-8-0 (min. 0-2-5) Max Harz 18=121(LC 7) Max Upliftl8=853(LC 8), 11=772(LC 8) Max Grav18=3962(LC 13), 11=3962(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=972/318, 2-3=5399/1112, 3-4=8167/1780, 4-5=10103/2216, 5-25=10103/2216, 25-26=10103/2216, 6-26=-10103/2216, 6-7=10028/2214, 7-8=8107/1804, 8-9=5358/1154, 9-10=953/316 BOT CHORD 1-18=305/1468, 17-18=978/244, 16-17=947/5049, 15-16=1450/7372, 14-15=2068/10136, 13-14=147317252, 12-13=987/4917, 11-12=926/178, 10-11=305/1430 547. 352, WEBS 2-1 4 876, 59 6 1 N '1/� 5-15=1098/352, 6-141135/37-1- 4=63731727�3 4-15=6642127/653, ('l,0 8-12=2333/534, 9-12=1115/5591, 9-11=3630/760 .........8-13=589/2748, 0 .�' i0. NOTES i 1) 2-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Nc 68182 Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 16-4 2x4 - 1 row at 0-6-0 oc, member 13-7 2x4 - 1 row at 0-6-0 oc. ' T F 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply i Q connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �40 �'� Q.'.`?,,� 3) Unbalanced roof live loads have been considered for this design. 1 Q �j� 4) Wind: ASCE 7-10; Vint=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp S (•1' .., ,,.•'�`�?,�� B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate ,�� grip DOL=1.60 ,�;;; +,`% 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other,live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fa FL Cert. 6634 between the bottom chord and any other members. June 14,2 12 Continued on page 2 A WMMNO • V60 desfga panmrtetem and RBAD M07ES OM MS "M rNC WjWW MCMWK1U.NCB PAG$ JN-7473 BBFOR13 M Design valid for use only with MTek connectors. This design is based any upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsbiity, of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPli Quality Criteria, DSB-8? and SCSI Bunding Component 6904 Parke Fast Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria VA 14 K3nathemPrre�SP liunbetisspecfied thedesrgnvatsresareiha5eeffettiveO6 0114bDIL3IbYAM Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply T4885436 23969 A01G HIP TRUSS 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 13 14:32:012013 Page ID:r1vBp4cyjyvrzSRsglhD9oyglAl _7MOLvsW KCoci2j71fCSiQbnH3VNBmTewl4KYz6h1 NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift atjoint 18 and 772 lb uplift at joint 11. 10) Girder carries hip end with 8-0-9 end setback. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 996 lb down and 292 lb up at 23-4-10, and 996 lb down and 292 lb up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=75, 4-7=176(F=101), 7-10=75, 18-19=-47(F=27), 16.18=-47(F=27), 13-16=47(F=27), 11-13=47(F=27), 11-22=-47(F=27) Concentrated Loads (lb) Vert: 4=-659(F) 7=-659(F) 'tit III PpU1N.,VFCF+. N 68182 .0 ' T '#4f NAL��%% FL Cert. 6634 June 14.2 AwmNim-VermyddlgrtparwmacraandRBADmnwON7HIsANDJNCLUDBDmmicRBFBRBNCBFAGBM-7473BPFORBM ■■■� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Cdferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvolloble from Truss Plate Institute, 781 N. Lea Sheet, Suite 312 Alexandria, yq 14 Tampa, FL 33610-4115 ffSoui ternPFtteISPIlUrrlbitmis iTed,t$cetfesitl.vaisirsatethdse ffettive06 01A013byM;SC Job Truss Truss Type Qty Ply � T4885437 23969 A02 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34M 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:04 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oygW-Oa28zwuOGFaNTAnlhtCv4K24QU66aelvKuzVtz6hl i 2-55 6.3-2 10-0.0 i 158.5 , 21A-10 , 251-8 2&11z5 L31-4-1.0� 2-SS 3-9-13 3.8.14 5-8.5 5-8-5 3.8.14 39-13 2-55 Scale=1:55.0 4x8 = 1x4 II 4x8 - 4 21 5 22 6 6.00 12 4x6 46 7 2x43 d. 2I I 8 13 12 11 v 1 5x8 — 3x6 — 5x8 — 9 N N 42 d d 14 10 5,6 = 3.SD 12 5,6 = 3x4 = 3x4 = -35 -8.3 5S 3 5-613 0. -8 -6- 1 8- -9.5 Plate Offsets X 4:0-5-4 0.2-0 6:0-5-4 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) VdefI Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) -0.21 12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.48 11-12 >664 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.35 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 159 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14. 7-10 2-10-10: 2x6 SP No.2 with 2x4 SP No.3 with 2 -10d (0.131"xV) nails and cross brace spacing of 18-0-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=1495/0-8-0 (min. 0-2-1), 10=1495/0-8-0 (min. 0-2-1) Max Horz 14=150(LC 7) Max Uplift14=344(LC 8), 10=264(LC 8) Max Grav 14=1732(LC 2). 10=1732(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=321/57, 3-4=2974/424, 4-21=3284/521, 5-21=3284/521, 5.22=3284/521, 6.22=3284/521, 6.7=2974/439, 8-9=322/55 BOT CHORD 1-14=76/495, 13-14=225/2093, 12-13=197/2614, 11-12=211/2614, 10-11-258/2093, %11111111111f 9-1 O�78/45 � N V�z .'e. WEBS 2-14=336/128, 4-13=25/574, 4-12=1311886, 5-12=583/147, 6-12=116/886, ♦�,,,,PQU 6-11-39/561, 8-10=336/115, 3-13=-17/694, 7-11-33/694, 3-14=2842/438, O .E N �� S'.• V�•G 7-10=2842/398 ••�'. • NOTES * �• N( 681.82 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=oft; Cat. II; Exit B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gripDOL=1.60 ��)'• T OF • 3) Provide adequate drainage to prevent water ponding. O •, ; 4 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r . ,(� Q, �: 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit �i�, .• Q •.• ;�� between the bottom chord and any other members. l� , ��j S • •N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 14 and 264 Ib uplift at joint AL.E �`� �� 10. 1►1111111+,, 7) 'Semi -rigid pitchbreaks including heels" Member end fmity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 LOAD CASE(S) Standard June 14,2 1� A WARDIIOG - Ver4jy dmiynpovan eem andiRM Oozes onr7WB MD IS MWIW t/ MRBFMUMB PAGE rur-7473 BEFoes US& Design valid for use onlywith r.N70connectors. This design is based only upon parameters shown, and is for an individual building component.• — Iva Applicability of design parameters and proper incorporation of component is responsblity of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllity of the M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding e�•IT 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSVIP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 t4. Lee Street, Suite 312. Alexandria, VA 14. IfSoultfenfPme�3P�Luc�4er:i55peciied,thedesign vatuesare thos2eSetd" i01[2iz13byA15C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply T4885438 23969 A03 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:06 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oygW-Ly9vOcwfotg5jTxholEN917Rjln32SwCnCSftmz6hl 2-5-5 7-2-10 12X i 19.4-10 i 241-15 28.11-5 31-4-10 2-5-5 49-6 49-6 7-4-10 4-9-6 49-6 2-5-5 ' Scale=1:55.6 Us = 5x5 = 4 21 22 5 6.00 12 3x4 i 3x4 3 8 4x10 410 � 2 12 11 7 v 5x8 = 5x12 = d, ,a 1 13 10 8 aJ 7x8 % 7x6 d d 14 3.50 F12 9 3x4 = 3x4 = 5x6 — 5x8 = 95 - 12-1-8 119-8 -9-5 8- 49•e 4-10. -- 3 0 410. 3 8- -9.5 Plate Offsets X 4:0-5-8 0-2-4 5:0-2-8 D-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) -0.18 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) -0.55 11-12 >583 180 BCLL 0.0 • Rep Stress Incr YES WB 0.97 Horz(TL) 0.31 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 159 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. 4-5: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 *Except* installed during truss erection, in accordance with Stabilizer 2-14,7-9: 2x6 SP No.2 Installation guide. REACTIONS (lb/size) 14=1495/0.8-0 (min. D-2-1), 9=149510-8-0 (min. D-2-1) Max Horz 14=180(LC 6) Max Uplift14=344(LC 8), 9=264(LC 8) Max Gravl4=1732(LC 2), 9=1731(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=285/35, 2-3=2725/381, 3-4=3003/425, 4-21=-2630/420, 21-22=2630/420, 5-22=-2630/420, 5-6=-3004/433, 6-7=-2725/410, 7-8=274/35 BOT CHORD 1-14=-41/420, 13-14=-445/137, 12-13=235/2436, 11-12=165/2629, 10-11=263/2436, 9-10=-387/69, 8-9=-44/403 WEBS 2-14=1569/300, 4-12=41/757, 5-11=-48/750, 7-9=1569/272, 3-13=-607/124, 6-10=607/113, 2-13=351/2701, 3-12=16/445, 7-10=313/2699, 6-11=35/446 NOTES ��� Qv N •' 1) Unbalanced roof live loads have been considered for this design. ,�1 OP .• • • ••. aj Cat. 11, Exp , C E N S •, >� .'•.� 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; � �� B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 N 681:82 •: 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit •' between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 14 and 264 Ito uplift at joint o09 ;� T F W :: 9. t?,. • "Semi rid �• 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q ,��� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,j�� S�' ., •,.G_`(? �� N QL •+ `r,`t+��, LOAD CASE(S) Standard �/111111� FL Cert. 663.4 June 14,2 12 ■■■� AWARN13%-Ver(fydesfynparmrrdimsand RWNOTESONTHIS ANDINCLUDEDXlMWRBABRBNCBFAGBffi/F7473BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown. and isfor an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibnity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety qv u �bl truss Plate Institute, 781 N Lee Sheet, Suite 312. Alexandria, A 14. Tampa, FL 33610-4115 rInformation l ! specrf- red thed�i values are those effective GIM13byA= Job Truss Truss Type City Ply T4885439 � 23969 A04 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7,350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:08 2013 Page ID:rl vBp4cyjyvrzSRsglhDgoyg W-HLHfplyvKU4pyn43wjHrEACIW5VdWSDVFVxy4ez6h1 i 2-SS i B-2-10 14-0-0 17-4-10 23.1-15 , 28-11-5 , 31-4-10 2-SS 59 8 59-8 3.4-10 59-6 59_6 2-SS Scale=1:54.9 4x8 = 4x4 = 4 21 22 5 6.00 12 3x4 ! 3x4 3 6 r; 3x10 i 12 11 3x 5x8 = 5x12 = 7 v 7 2 13 10 ur 1 5x6 % 5x8 8 'o Ib d 14 3.50 12 9 5x8 5x8 = 3x4 = 3x4 = 5:9 -9• 8- 59.6 S 0. 3 3- - 0 S 0. 3 59-8 8- -9.5 Plate Offsets X 4:0-5-4 0-2-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) -0.20 12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.48 12-13 >668 180 BCLL 0.0 • Rep Stress Incr YES WB 0.61 Horz(TL) 0.34 9 Na n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 163lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* MTek recommends that Stabilizers and required cross bracing be 2-14,7-9: 2x6 SP No.2, 2-13,7-10: 2x4 SP No.2 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=1495/0-8-0 (min. 0-2-1), 9=1495/0-8-0 (min. 0-2-1) Max Horz 14=21 O(LC 7) Max Uplil!04=344(LC 8), 9=264(LC 8) Max Grav14=1732(LC 2), 9=1732(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2981/416, 3-4=2858/393, 4-21=2467/390, 21-22=2467/390, 5-22=2467/390, 5-6=2859/397, 6-7=2980/440 BOT CHORD 1-14=-23/322, 13-14=-430/148, 12-13=257/2667, 11-12=99/2465, 10-11=280/2666, 9-10=335/65, 8-9=26/314 WEBS 2-14=1584/311, 2-13=357/2874, 3-13=-494/120, 4-12=68/843, 5-11=73/842, 6-10=-494/109, 7-10=314/2872, 7-9=1584/283 NOTES1 ) Unbaanced roof live los have been ,``�►111111/1�I,'I for !E V�:" 2) Wind!ASCE7 0; Vutta170mph (3 secondldered gust) Vasd=1132miph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 8=45ft; L=31ft; eave=oft; Cat. II; Exp ��0 B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate��� �(.` • �j, grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Nc 681.82 r 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. �• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 14 and 264 Ito uplift at joint , T F ' W 9. 0.1 7) "Semi -rigid pkchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . , ;C P, •. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.•_•`1�,�� l,��j •N LOAD CASE(S) Standard s "• QL �, 11111111���, FL Cert. 6634 June 14,2 1� AWARNM-VerTydesign pavmneteraandRMWM7MONINISAND INCLIIDBDNl7SKRBABRBNCBPAGE ifl1-7473REFORBi1SIK ■�• Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 9va'uable from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, yA 14 tt utfletliPirretSP!himbftis�ecifieO the destgnvaluesare tihoseeffetuve[UFOl l013byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply T4885440 Liference 23969 A05 Special Truss 16 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 13 14:32:112013 Page ID:rl vBp4cyjyvrzSRsglhD9oygW4iwzoRJ_ndPTOpEpebrgYspgDkJW2joBxxTAcgzz6hl 2-5-5 i 9.5-0 1555 i 21-11-10 i 28-11-5 i 31�-10 , 2-5-5 6-11-11 63S 6-3-5 6-11-11 2SS Scale = 1:57.0 4x4 = 6.00 12 4 5x8 5x8 3 5 co 10 3x10 i 5x8 = 3x10 Wrq d 2 6 11 9 c5 1 5x6 % M 7 N ,a d Id 3.50 12 12 6 5x6 = 5x6 = 3x4 = 3x4 = 1-95 -55 9-5-0 15-85 21-11-10 28-11-5 2 7 31.4-10 -95 8- - 63S 6-3-5 6- - 1-95 Plate Offsets X 3:0-4-0 0-3-0 5:0 4 0 0 3-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) -0.22 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 Vert(TL) -0.54 10-11 >594 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.36 8 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 158lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* MTek recommends that Stabilizers and required cross bracing be 6-9,2-11: 2x4 SP No.2, 6-8,2-12: 2x6 SP No.2 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1495/0-8-0 (min. 0-2-1), 8=1495/0.8-0 (min. 0-2-1) - Max Horz 12=235(LC 6) Max Upl'Ift12=344(LC 8), 8=264(LC 8) Max Grav 1 2=1 732(LC 2),8=1732(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3150/435, 34=2713/366, 4-5=2713/366, 5-6=3150/452 BOT CHORD 11-12=358/211, 10-11=259/2815, 9-10=276/2815 WEBS 4-10=187/1811, 5-10=-554/221, 5-9=-382/97, 6-9=275/2891, 6-8=1622/307, 3-10=-554/205, 3-11=W2/106, 2-11=324/2891, 2-12=1622/336 NOTES 1) Unbalanced roof live loads have been considered for this design. ,,`{{{ 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp � U, N B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,�� PQ.• �, �.• • • �� ��� grip DOL=1.60 �� ,0, �G fj= nFg ••.� load live loads. 3) This truss has been designed for a 10.0 psf bottom chard live nonconcurrent with any other ; 4) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. N( 681.82 * •� * �_ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 12 and 264 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .� 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �f� �•. T F �% LOAD CASE(S) Standard i��• `. : P ���� It. 111100% FL Cert. 6634 June 14,2 11 A WARMG- Ye D design joww mtem andR8a M)= OAT 7WSAND INMWB;' MTBKRSFERBMB PAGBJM-7473 BBFORS USE 2• � Design valid for use any with MTek connectors. This design is based any upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information va'uable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 H3auttreirlPirte�SPrhuiberkspetifiedrthedeggnvaiursatethor aeUetthreD5IO1%2O13byA= 13 Job Truss Truss Type Qty, Ply T4885441 � 23969 A06 Common Truss 2 1 Job Reference (i2ptional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:14 2013 Page ID:ri vBp4cyjyvrzSRsglhD9oyglAl-bVew4LOgwKrygYDG_OFURSN(tWMUNdROGHlz6h1 i 2-15 9-0-5 15A5 2245 i 2935 31-0-10 i 2-15 6.11-0 68-0 6-8-0 6.11-0 2-15 4x4 = Scale=1:56.6 6.00 12 4 5x8 i 5x8 3 5 01 1x4 II U4 II 2 6 N 1 7 N UV jA d d 13 12 11 20 21 10 9 8 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 314-10 1-9-5 2 1 11-2-0 20-2-10 2935 29 7 35 9-0- 9_0_11 1-91 Plate Offsets X 3:0-4-0 0-3-0 5:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.78 Vert(LL) -0.31 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.53 10-11 >617 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 8 rl/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 167 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-13,5-8 with 2x4 SP No.3 with 2 -10d (0.131 "x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=1564/0-8-0 (min. 0.2-1), 8=1564/0-8-0 (min. 0-2-1) Max Horz 13=235(LC 6) Max Uplift13=334(1_C 8), 8=265(LC 8) Max Gravl3=1732(LC 2), 8=1732(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=325/97, 3-4=1864/425, 4-5=1864/430, 5.6=-326/149 BOT CHORD 1-13=319/30, 12-13=181/1766, 11-12=181/1766, 11-20=-39/1269, 20-21=39/11269, 10-21=39/1269, 9-10=189/1689, 8-9=189/1689, 7-8=319/11 %J111111111JJ WEBS 1 3 11=402/181, 3-1 3=1838/278, rJ, 2-13=536/210, 5.8— 838/229, 6.8536/2014, ,,OPQ�1N•Yv •lC �:s •.�. �� ' �I NOTES � �' V �•'.• i� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Expo N 681.82 % B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate * • * �_ grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' .0 ' 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit. �• T O F W between the bottom chord and any other members, with BCDL = 10.Opsf. , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 13 and 265 lb uplift at joint itQ .• Q' •: ��,� 8. �I , Q •. N •• 6) "Semi -rigid including heels" Member end fixity model was used in the analysis and design of this truss. � • •N pitchbreaks �JI 7) Warning: Additional permanent and stability bracing for truss system (not part ofthis component design) is always required. Al-Es�1 js JJ1111�� lit LOADCASE(S) Standard FL Cert. 6634 June 14,2 13 A w9Amm-Yer(Jy design powitters andRt36D Jimm ON 7ws mD mmil Dm MrmRi3PB mw PAGE ffiiF7473 BBPORB USi3, Design valid for use only with MiTek connectors. ThIs design Is based any upon parameters shown, and is for an Individual building component. �� HV Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. yq IffehStruthe�trk�Piise�SPjlbitun�Lei sNssspeCrtTeie�tu-d�gnval�ate'tJi @ff CtiYCOS/0 iV2O13byA1SC Tampa, FL336104115 Job Truss Type Qty, Ply. Truss T4885442 23969 A07 Truss 1 1 East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MUek Industries, Inc. Thu Jun 1314:32:16 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-2tm gV 12wRx5gwOicOP OjZsX40KG803fg4ltNMBz6h1 7-8-0 14.10.1 16E9 , z3ta 31-4-m 7-8-0 7-2-1 138 1:2-1 7-6-0 4x8 = Scale=1:61.6 4x6 = 6.00 12 4 5 5x8 i 5x8 3 6 d n 4x4 i 4x4 4�1- 2 7 n 1 B d 15 14 13 12 11 10 9 2x4 I I 5x5 = 3x4 = 5x5 = 2x4 11 3x4 = 3x4 = 3x4 = 3x8 = 314-10 1-9-s 2 1 74-0 14.10-1 23At0 z035 z 7 s -9-5 7-2- -8.8 - 5.6_1-. Plate Offsets X 3:0-4-0 0-3-0 4:0-5-8 0-2-4 6:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) -0.08 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) -0.26 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 9 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 185lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-13,6-11 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=1495/0-8-0 (min. 0.2-1), 9=1495/0-8-0 (min. 0-2-1) Max Horz 15=222(LC 7) Max Uplift15=334(LC 8), 9=265(LC 8) Max Grav 1 5=1 732(LC 2). 9=1732(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1999/334, 34=1642/350, 4-5=1335/357. 5-6=1644/351, 6-7=1998/345 BOT CHORD 13-14=184/1707, 12-13=51/1333, 11-12=51/1333, 10-11=195/1706 WEBS 3-13=491/154, 4-13=-49/316, 4-11=236/251, 5-11=52/388, 6-11=-488/165, 2-14=25111765, 2-15=1620/323, 7-10=211/1762, 7-9=1616/287 OA60I N1/ ' , NOTES ,�, ice., 1) Unbalanced roof live loads have been considered for this design. ��� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf,, h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp �s �. B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate NC 681.82 grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. • 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit T F : w between the bottom chord and any other members. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift atjoint 15 and 265 lb uplift atjoint ��� 9. �Q.•'��,�� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '!j� lSs1. ' • • •' • +� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard FL Cert. 6634 June 14,2 13 A WARMNG - Verify designpa ramders andRBED N07ES ON THIS AND D1 MWBD Mf7BKRBPBRBRCB PAGB6D!-7473 BEFORS USE Design valid for use only with Wek connectors. This design is based only upon parameters shown. and is for an individual building component. Nat of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information a able from1russ Plate Institute, 781 N. Lee Street, Suite 311, Alexandria, VA 14 Tampa, FL 336104115 S 02A013byAtGl Ifc.,..en.nPirlefo lumbers55pe6lfied,thedt ignvaluesayeth. ffettive0161,p Job Truss Truss Type Qty Ply T4885443 23969 A08 Hip Truss 1 1 � Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 Mi fek Industries, Inc. Thu Jun 1314:32:18 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oyglAl-_GuRA3AzZLO9Jr VpSBeHdT87zlszWzY3MUQ3z6h1 7511 , 12-10-1 1859 , _23-10-16 31-4-10 75-11 54-6 5-71-8 54-6 7511 Scale = 1:53.9 48 = 44 = 4 22 23 5 6.00 12 3x4 G 3x4 3 6 n d 04 ! 4x4 2 7 r, 1 8 N `+Lrj MYId 15 14 13 24 12 11 10 9 _ 2x4 I I 5x5 = 3x4 = 3x4 3x8 = 5x5 = 2x4 I I 3x4 = 3x4 = 9- 1-9-5 X 5 Plate Offsets 4:0-5-4 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.67 Vert(LL) -0.07 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.17 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 177 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5.6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11 with 2x4 SP No.3 with 2 - 10d (0.131"xT) nails and cross brace sparing of 20-13-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=1533/0-8-0 (min. 0-2-1), 9=1525/0.8-0 (min. 0-2-1) Max Holz 15=193(LC 6) Max Uplift15=334(1-C 8), 9=265(LC 8) Max Grav 1 5=1 732(LC 2), 9=1732(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1960/326, 3-4=1751/359, 4-22=1467/356, 22-23=1467/356, 5-23=1467/356, 5-6=1752/362, 6-7=1960/338 BOT CHORD 13-14=175/1666, 13-24=89/1467, 12-24=89/1467, 11-12=89/1467, 10-11=186/1659 `���{II Ilf►��� WEBS 3 9, 7-928161912 3, 2-140/1105, 9 237/ 697, 7-10=199/1696 84/117, 6-1 O=272179, 2 3-114�272/89, OAQUI N ,,` . NOTES ,�1 ' 1) Unbalanced roof live loads have been considered for this design. �� s 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Expo �� N )68182 B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. •. T F 'tw�' 0O 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit •� w between the bottom chord and any other members, with BCDL = I O.Opsf. .� iC� Q• �. 2 ,� ,i�i N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 Ib upli t at joint 15 and 265 lb uplift at joint 9. S' .• • •N P�jjs 7) "Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AL v `1�%, 8) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. �►1I11 j 01 LOAD CASE(S) Standard FL Cert. 6634 June 14,2 13 ■� A WARMW - Vert jy design powaLd ern and REW MnBS ON ZWSAiM INCLUDED VMCRBFBRBNCBPAGB MU-7473 BBFORB US& Design valid for use onlywith MuTek connectors. This design Is based only upon parameters shown, and is for an individual building component.• Applicabirity of design parameters and proper Incorporation of component Is responsblity, of bulding designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblrity, of the A 'Te�• M 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information a' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. lf5autherrt:Pincvvc. lumber-isspecflied.thedesiovalu¢sazothose effetfiveO6 OIA013byAL5C Tampa. FL 33610-4115 Job Truss Truss Type City Ply T4885444 � 23969 A09 Special Truss 1 1 job Reference (QptiQnal) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:20 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyg VM-wf?BK05RVAb6Od?NdEVfkiitvxZvKvsG?NrbVyz6h1 7-4-0 10-10-1 12-7-5 14-4-9 15-aS 2-9 24-0.10 314-10 74-0 3E-1 113.12 Z104 3-6-1 74-0 Scale=1:55.7 3x4 = 5x8 i 5 4x4 4x4 = 4 6 3x4 = 6,01 12 2 4 4x4 4x4 3 9 � d 1x411 1x411 'h 2 10 d d 16 15 25 14 26 13 12 3x4 = 3x8 = 4x6 — 3x8 = 3x4 = 3x4 = 3x4 = -9-5 01- B 8- 2 9A-B B$- 823 1.9-5 Plate Offsets 4:0-3-8 Ede 5:0.2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) -0.23 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.49 13-15 >670 180 BCLL 0.0 • Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 176lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-16, 9-12 with 2x4 SP No.3 with 2 -1 Od (0.131 "&') nails and cross brace spacing of 20-0-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 16=153610-8-0 (min.0-2-1), 12=1536/0-8-0 (min. 0-2-1) Max Horz 16=189(LC 7) Max Uplift16=334(LC 8), 12=265(LC 8) Max Grav16=1732(LC 2), 12=1732(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=1861/358, 4-6=1428/318, 6-23=1596/342, 7-23=1596/342, 7-24=1591/344, 8-24=1591/344, 8-9=1850/361 BOTCHORD 15-16=179/1626, 15-25=170/1793, 14-25=170/1793, 14-26=170/1793, 13-26=170/1793, ,�{{1111►��� 12-13=190/1610 ,���, VIN vc��Ij WEBS 8-13=73/454, 3-16=1914/313, 2-16=-432/172, 9-12= 19 00/263, 10-12=-442/164, t,� t�Q �...•., 4-15=-63/424, 7-15=447/81, 7-13=324/76 OP• • G E (�( . `�1 NOTES N 68182 1) Unbalanced roof live loads have been considered for this design. * �• •• 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B�5ft; L=31ft; eave=oft; Cat. II; Ex, B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 411 p�.•• T F,: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.Opsf. �f .#, 1 '!�• %, ' • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 16 and 265 lb upfA at joint l� • S 12. , N a� 1 Semi-ri Id itchbreaks including heels" Member end fix model was used in the analysis and design of this truss. �1 9 P g df Y 9 1/ 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cart. 6634 LOAD CASE(S) Standard June 14,2 13 A WARNING. Veto dasilo parm wtem andREAD 1407M ON TTIIS AND INCLUDED bifTBKRBFBRENCB PAOB JWI.7473 BEFORE USE, �• Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsb0ity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality confrol, storage, delivery, erection and bracing, consult ANSI/rPil Qualify Cdteda, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. If Southern Pum�3P� lumber:l5 spetifiesf, ffiedeSsgnYi[uP5 are those effe4 five O6 .02/2013: byA= Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply T4885445 23969 A10 Special Truss 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:22 2013 Page ID:rt vBp4cyjyvrzSRsglhD9oygUU417yl46h1 nrgex9mkDC7p7n6511yolvZThKhZrz6h1 i 0.5-11 i 12-7-5 16-03 i 22-0-9 - , 3'1410 6-5.11 6-1-10 3-9d 0.2-0 8-10.4 Scale=1:54.7 4x6 II 4 6.00 12 5x12 = 44 _ 5 4x4 i 3 1x4 3x4 � d II n 2 7 a N^^ 1 8 N f� d d 13 21 22 12 14 11 10 9 3x4 = 3x4 = 3x4 = 5x8 = 2x4 11 3x4 = 3x4 = 4x4 = -9-5 -1- 0 7-1- 0 6• •0 6.8• -9- LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) -0.16 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.35 11-13 >922 180 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 170 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or ID-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 14-17. WEBS 1 Row at midpt 3 14 with 2x4 SP No.3 with 2 - 10d (0.131"xV) nails and cross brace spacing of 20.0.0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=1546/0-8-0 (min. 0-2-1), 9=1527/0.8-0 (min. 0-2-1) Max Horz 14=189(LC 6) Max Uplift14=334(1_C 8), 9=265(LC 8) Max Gravl4=1732(LC 2), 9=1731(LC 2) FORCES (lb) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 34=1885/380, 45=2565/535, 5-6=16801348, 6-7=2009/343 BOT CHORD 13-14=190/1632, 13-21 =1 00/1466, 21-22=100/1466, 12-22=100/1466, 11-12=10011466, 10-11=238/2197 %%J111111111j WEBS 5-11 89/92, 10=0/343, 'vc� =21 1285/1112, 3/3613/11477, 7-10�31/'1526, 3-14 2-14 719=1627/324 `,,O*Q�.N • C � �I GEIV NOTES ,t ,�'�\ S�•'.� �i 1) Unbalanced roof live loads have been considered for this design. 4, •� �. 2) Wind: ASCE 7-10;Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; ExpZ Nc 681.82 B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate * �• grip DOL=1.60 ,. 3) Provide adequate drainage to prevent water ponding. jr 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "• T F '• W " 5) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit s ; Ole between the bottom chord and any other members, with BCDL = 10.0psf. ` • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at Joint 14 and 265 Ib uplift at Joint �i�; .• Qfi.•\�'�,�� 9. •'N Including heels" Member fixity in the design this truss. �SS v ,ON 7) Semi -rigid pitchbreaks end model was used analysis and of _ QL 8) Waning: Additional stability bracing for truss system (not of this component design) is always required. permanent and part LOAD CASE(S) Standard FL Cert. 6634 June 14,2 AWARWNG -Va y design po+mnetm andRSAD NOTES ON 7WS AND INCLUDED b9178KRBPBRSNCB PAOB ffi7-7473 BBFORS USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component .• Applicability of design parameters and proper incorporation of component is responsblity of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllty of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information gvapable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. A 2314 Tampa, FL 33610.4115 IfSasat3leirYPir>L`SP, lumberisspecified,thedesignvahte5YiethoseP�Qttilte OM0131ayAM 113 Job Truss Truss Type Qty Ply T4885446 Fiob 23969 A11G Special Truss 1 1 Refemoo (ciptional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:26 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-IoNSbS9C50LF6YSXzVb3zzyorMZukXE8NJivicz6hl 8&4 12-75 i 18-0-9 i 23{� 24�i9 i 31.4-10 r 86-0 4-1-1 5-9-0 57-11 1-0S 0.10.1 Scale =1:57.2 4x4 = 4 U24 6.00 12 3x4 i 2x4 II 3 5x12 = US M18SHS 7 5 e 3x6 ! 1x4 2 8 d � u> 1 9 N d d 16 15 14 13 23 12 11 10 2x4 II 6x6 = WO= Us M18SHS = 1x4 I I 6x12 = US = 3x4 = 3x4 = HTU26 SUL24 31.4-10 1-95 2 1 8-8 4 12J5 18�-9 23E-4 489 293-5 29 7 -95 e-0- 5-9� - 1 -9S 5 Plate Offsets 10:0-3-8 0-1-8 .1-14 0.3-0 11:0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) -0.19 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.45 12-14 >722 180 M18SHS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.88 Horz(TL) 0.13 10 Na Na BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 181 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc puffins. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-14, 7-10 WEBS 2x4 SP No.3 *Except* with 2x4 SP No.3 with 2 -10d (0.131")3") nails and cross brace spacing 6-11: 2x8 SP No.2 of 1440-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 16=1 771 /0-8-0 (min. 0.2-7), 10=2591/0-8-0 (min. 0-3-8) Max Harz 16=189(LC 6) Max Upl'Iftl6=-431(LC 8), 10=677(1_13 6) Max Grav16=2043(LC 2),10=2976(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2495/492, 3-4=2318/549, 4-5=2340/532, 5-6=-3776/962, 6-7=3776/962, 7-8=322/198 BOTCHORD 15-16=139/288, 14-15=305/2111, 13.14=776/4103, 12-13=776/4103, 11-12=-773/4105, %%J1111UiI/L N WEBS 21153 338/202293-152 292/10113-14=345/75, 4-14=360/1566, 5-14=2485/613, !�\\,QV 5-11=1038/0, 7-11=508/2275, 2-16=1926/445, 8-10=-439/149, 6-11=-482/172, fir•' C E Ar ••• ��i ��� s�• 7-10=3712/773 NOTES N( 681.82 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=oft; Cat. li; Exit B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate • grip DOL=1.60 '; T F W 4 3) Provide adequate drainage to prevent water ponding. O , : 4) All plates are MT20 plates unless otherwise Indicated. �� .• Q •: ,� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I� .� �• �\ ��� 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide will fit �j� SS. • •'` ,� between the bottom chord and any other members. Alf, •N p` 4 `�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 16 and 677 lb uplift at joint �� ilia%` 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 23-6-1 from the left end to connect FL Cert. 6634 truss(es) MG5 (1 ply 2x4 SP) to back face of top chord. 10) Use Simpson Strong -Tie HTU26 (10-1Od Girder, 14-1Odx1 1/2 Truss, Single Ply Girder) or equivalent at 23-6-1 from the left end to June 14,2 Corift E OHI ) MG5 (1 ply 2x8 SP) to back face of bottom chord. A WARMND -Ver{fy desfgnpauwadam and READ N07ES ON 77IMS AND INCLUDED i9fMBEFBRBNCB PAGE 117U-7473 BEFORE USE, Design valid for use only with m7ek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designee - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVIPII Quality Criteda, DSB-69 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, yyA� 14 Tampa, FL 33610.4116 IfSoirttterriPine�SP lumber isspeci�ed tote design values artsthaneeffelnlre06.02(2013byA= 13 Job Truss Truss Type City Ply T4885446 23969 A11 G Special Truss 1 1 � Job Reference (optional) East Coast Truss, Fart Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc.'Thu Jun 1314:32:26 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oygIAl-IoNSbS9C50LF6YSXzVb3zzyorMZukXEBNJ ivicz6hl NOTES 11) Use Simpson Strong -Tie SUL24 (4-10d Girder, 4-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 24-6-9 from the left end to connect truss(es) HJ6S (1 ply 2x4 SP) to back face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=75, 4-5=75, 5-7=75, 7-9=75, 17-20=20 Concentrated Loads (lb) Vert: 11=848(B) 6=106(B) 23=-417(B) FL Cert. 6634 June A WARNING • Ver& design parmndm andRMW NOM ON IWB AND INCLFMIW MMKRB MUMB PAGBMI-7473 BEFORE IISB Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Welk'erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality confroi storage, delivery, erection and bracing, consult ANSIM111 Qualify Cdteda, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Sanely InIooT!g1.; n�gvvayable horn Truss Plat ln,1k1te,1 N. Lee � eeet SUI a 312 Alexandria, A �7.14. ..... ....... .s.,...,.,,.s .: a n. Mn1.2 a... e\ CP Tern pa. FL 33610d115 13 Job Truss Truss Type Oty Ply T4885447 23969 Al2 Common Truss 6 1 � Job Reference (Qptional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:28 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyg W-hBUD08BSddczMscv5weX2O1 DX9M7CZkRrdnOnUz6h1 7-2-7 i 12-7-5 , _ _18.0-2 23.5-5 7-2-7 5-4-14 5-0-13 ' 5-53 ' 4x4 = Scale=1:44.3 4 8.00 12 4x4 4 4x4 3 5 d, 3x4 II 1x4 II 6 2 1 I¢ 10 9 15 8 11 3x4 = 3x4 = 3x4 = 7 3x4 = 3x4 = 3x4 = 5- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) -0.10 8-10 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.20 7-8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.37 Horz(TL) 0.05 7 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 128 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-14. WEBS 1 Row at midpt 3-11, 5-7 with 2x4 SP No.3 with 2 - 10d (0.131' kT') nails and cross brace spacing of 20-D-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=1258/0-8-0 (min. 0-1-11), 7=1033/0-8-0 (min. 0-1-8) Max Harz 11=206(LC 7) Max Uplift11=285(LC 8), 7=175(LC 8) Max Gravl1=1414(LC 2), 7=1154(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1360/313, 4-5=1403/325, 5-6=258/115, 6-7=279/91 BOT CHORD 10-11=122/1235, 9-10=23/953, 9-15=23/953, 8-15=23/953, 7-8=144/1278 WEBS 3-10=252/127, 4-10=-75/412, 4-8=97/482, 5-8=312/151, 3-11 =1 489/243, 2-11 =-382/150, 5-7=1 387/178 ��� PQ•�.....,�F�.[�I� NOTES ,� �� •�,\ S�•.� ��i 1) Unbalanced roof live loads have been considered for this design. �. 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf,, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Expo �� N 681.82 B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate •� * Z grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf.� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift atjoint 11 and 175 lb uplift at joint ��� ,•,(� • ��� 7. 6) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this �4# .s•. �Q.• ��,�. truss. 7) Warning: Additional and stability bracing for truss system (not of this component design) is always required. �I 'N Al-E.%%% permanent part js 1f1171111i� LOAD CASE(S) Standard FL Cert. 6634 June 14,2 A wmmnG - Vef f fy design parmndm andREAO 11107E8 ON7WBAI AMMWED bf MRBFER&WB PAGB DII1--7473 BEFORE VM Design valid for use any with MTek connectors. This design is based only upon parameters shown, and Is.for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 14. Tampa, FL 33610.4115 IfSnuthemPine�SPI turaherrEs�c-died,.thedatsgnvaluesare thoseefiea5veOS O'XA013byA= 113 Job Truss Truss Type Qty Ply � T4885448 F 23969 A13 Hip Truss 1 1 Jab Referenl;a (optonal) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:30 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyglAl-eaczRpDi8Fshb9mlCLg?7p77s3BgRQklwG7rNz6h1. 6-4-9 12-0-0 13-2-10 18-10-2 23-SS 8-4-9 5.7-7 1-2-10 5-7-8 Scale=1:43.4 5x5 = 5x5 = 4 5 6.00 12 U4 II 1x4 II 3 6 3x4 i 3x4 7 2 1101I d 12 17 11 18 10 19 9 8 13 1x4 II 3x10 = 3x4 = 3x4 = 4x8 = 2.4 II 3x4 = 13.2-10 1.95 1- e-0-9 12-1 2-7 18-10-2 235.5 -9S S - -5 -s 5-7-8 Plate Offsets X 4:0-2-8 0-2-4 5:0-2-8 0-2-4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) -0.06 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.15 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 8 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 140lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 13=129010-8-0 (min. 0-1-11), 8=1062/0-8-0 (min. 0-1-8) Max Horz 13=198(LC 7) Max Uplift13=285(LC 8), 8=175(LC 8) Max Grav13=1415(LC 2), 8=1153(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1421/235, 3-4=1472/363, 4-5=1011/275, 5-6=1562/390, 6-7=1526/265, 7-8=1104/184 BOT CHORD 12-17=-33/1036, 11-17=33/1036, 11-18=33/1036, 10-18=33/1036, 10-19=-32/1031, 9-19=32/1031 WEBS 5-9=160/474, 6-9=511/190, 2-13=-1312/261, 7-9=150/1248, 3-12=-497/185, 4-1 0=1 18/286, 5-1 0=1 39/269, 2-12=196/1352, 4-12=1221380 j�I `�'111111111 live been this design. `,�,OAQ NS�<�� �•�� 3-secondconsidered G`E dl ASCE 7-10; Vuftanced roof 2) Wind: a170mvh 132m h; TCDL=9.0 sf• BCDL=3.0 sf• h=15ft; B=15ft; L=24ft; eave=oft; Cat. Ili; Ex P gust Yasd== P( gust) P, P P B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate •• grip DOL=1.60 N 681.82 * •; 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) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. „9 T F w 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift atjoint 13 and 175 lb uplift atjoint .0 O • �.; 8. •• p'•• `, "Semi -rigid dchbreaks including heels" Member end fix model was used in the analysis and design of this truss. #0 � �� 9� P 9 dY Y � 9 � � Q.• � �'� 8) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 June 14,2 113 A WARMNG. Verify design parameters andREW NO7SS ON7MB AND MCLIIDBD WMKRBFBRBNCB PAGB ffiQ-74Td BSFORS USB, Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.• !� Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblfity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteda, OSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information o' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. fiSaltutl Pine �SP lurtibe�rssPecUied,the deOpvatuesare thaseeff€ctiva O1A0i3byAL5C Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply T4885449 23969 A14 Hip Truss 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 13 14:32:312013 Page ID:rlvBp4cyjyvrzSRsglhDgoygUM-6mALe9DKvY YDJLUm2BEgil6NMMPrbuXaOgOpz6h1 s11-9 laao 15-2-10 19.3-1 23-5-5 111-9 4-0.7 5.2-10 4-0.7 4.2-4 Scale=1:40.2 4x8 = 4x4 = 4 5 6.00 12 46 i US 6 3 2x4 II tx4 II 7 2 1 I¢ d 12 11 10 9 8 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 44 = 23-5-5 - 8-2-11 Plate Offsets 4:0-5-4 0.2-0 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) -0.13 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.34 8-9 >757 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 129lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 12-15. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS (lb/size) 12=1222/D-8-0 (min. 0-1-11), 8=996/0.8-0 (min. 0-1-8) Max Horz 12=170(LC 7) Max Uplift12=285(1_10 8), 8=175(LC 8) Max Gravl2=1414(LC 2), 8=1154(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=133B/268, 4-5=1150/271, 5-6=1368/274 BOT CHORD 11-12=128/1118, 10-11=81/1124, 9-10=81/1124, 8-9=151/1212 WEBS 2-12=302/126, 3-12=1468/277, 6-8=1372/213 NOTES 1) Unbalanced roof live loads have been considered for this design. v �� Aj1 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp ,�� PQ ........ B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate fv ,� Ci DOL=1.60 ,.� •�\ SF•. ��i grip ,� 3) Provide adequate drainage to prevent water ponding. •• N 68182 ••� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = * 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 12 and 175 lb uplift at joint = .� 8. P0 :� T O F W 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. f .• iC LOAD CASE(S) Standard ll� ss• •" `•• `�`� N FL Cert. 6634 June 14,2 AWARNMG-Ver{fydeignparametersandREWROM ON7HISA=1NCLUDBfJAft=REFBRBNCBFAGS 01-7473BEFOREUSE �� Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. ur Tempe, FL 33610-4115HtyPlETampa, 113 Job Truss Truss Type City Ply T4885450 23969 A15 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:34 2013 Page ID:rl vBp4cyjyvrzS RsglhD9oyglAl-WLsUGBGD CTM74n43RBlxlfHEAaN meFdKDYEKz8z6h i 2-1-5 B-0-0 10.8-0 12-7-5 14 -10 , 17-2-10 , _ 23.1-5 2b2-10 221-5� 5-10-11 2-8.0 1-11-5 1-11-5 2-8.0 5-10-11 2-1-5 Scale=1:43.7 44 = 44 = 44 i 6 44 4x4 = 3 8.00 12 22 4 7 23 3x4 i 3x4 4 g 2 n 1 10 u> a I� 13 15 14 12 11 3x4 = 1x4 II 4x8 = 3x4 = 4x8 = 1x4 II 3x4 = 8- 3 - 1-35 0-4 5-101OW.4.0-9.5 Plate Offsets X 5:0-4-0 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) -0.12 12-14 >999 240 . MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.34 12-14 >734 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 135 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=1203/0-8-0 (min. 0-1-10), 11=1203/0-8-0 (min. 0-1-10) Max Horz 15=143(LC 7) Max Upliftl5=282(LC 8), 11=-212(LC 8) Max Grav15=1392(LC 2), 1 1=1392(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=14541241, 3-22=11921250, 4-22=-1192/250, 4-5=1338/297, 5-7=1338/305. 7-23=1192/257, 8-23=11192/257, 8-9=1454/249 BOT CHORD 13-14=-146/1437, 12-13=146/1437 WEBS 3-14=0/264, 5-14=-358/85, 5-12=338/75, 2-15=-1322/289, 9-11=1322/251, 5-6=353/81, 2-14=115/1136, 9-12=72/1136 NOTES IF {1 loads(directional): considered design. 2) LS(3-secondxp Ara,� nr Pe G1 B; Encl., MWFRS eaIverleft andright apoed end vertical left and right Lumber DOL=160 plate exposed; jv. ,..'\ s , grip DOL=11.60 �� : 40#0 3) Provide adequate drainage to prevent water ponding. 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4ft Nc 68182 1-0 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 15 and 212 lb uplift at joint = .9 i "Semi :� T F W 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0..,�*4 8) Graphical puriin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. truss this design) is 9) Warning: Additional permanent and stability bracing for system (not part of component always required. LOAD CASE(S) Standard Iress• N 0111110��� FL Cert. 6634 June 14,2 12 ® WARM G - Verify designparomews andRW Mnm on 97f1s MW ISMUDED "n KRlWMU Z PAGB JUI-7473 BBFORS US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Informal on a able from Truss Pla)e Institute, 781 1J. Lee Street, Suite 312, Alexandria, yA 2314. ffSauttl tik:�irte� flanberfSs¢ecrfiedtheti ivaLtesare1Yt ttiY¢allo 2d13byAm Tampa, FL 33610-4115 Job Truss uss Type Qty Tpec-al �Ply T4885451 Lreoca 23969 A16G Truss 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:37 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oygVM-wwXdvCl5VOkhxEoe6Jlewlvs3oRtpeBmvWi aTz6h0 i 8-00 &8.0 12-7-5 i 19-2-10 25-2-10 i 10.0 2-8.0 311-5 6-7-5 6-0-0 ' Scale=1:43.9 4x4 = 6 4x8 = 4x4 i 4x4 4x8 = 6.00 F12 3 0 3 4 7 2 Ix 3x4 3x4 J 2 9 N 1 10 N dpig Lmy Id 16 15 25 14 13 26 12 11 1x4 II 3x4 = U24 3x8 = 3x4 = U24 3x4 = 1x4 II 3x4 = 3x4 = 95 923-1-5 * 1-9-5 3. 0. 1 -8.0 3• -5 3- -5 -8-0 3- 0-4 -9-5 Plate Offsets X 3:0-5-4 0-2-0 8:0.5-4 0-2-0 LOADING (psf) SPACING O-D-2 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) -0.06 14-15 >999 240 MT20 244/19D TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.12 14-15 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.29 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 141 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 5 REACTIONS (lb/size) 16=508/0-8-0 (min. 0-1-8), 11=508/0-8-0 (min. 0-1-8) Max Horz 16=1(LC 6) Max Upliftl6=206(LC 8),11=205(1_10 8) Max Grav 16=591(LC 2). 11=591(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=857/291, 3-23=822/267, 4-23=822/267, 4-5=-760/247, 5-7=760/247, 7-24=822/267, 8-24=822/267, 8-9=857/291 BOT CHORD 15-25=263i775, 14-25=263/775, 13-14=263/775, 13-26=263/775, 12-26=-263/775 WEBS 2-15=271/817, 9-12=271/817, 2-16=-636/210, 9-11=636/210 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=25ft; eave=41ft; Cat. II; Exp ,',111 fill f �l�P` B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ♦��, grip DOL=1.60 +t QU�.N 3) Provide adequate drainage to water • "" • • • l� -104) prevent ponding. ♦� �. ' ' G E �'� *-N;� 000 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`�' i �\ 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. Nc 681.82 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 16and 205 lb uplift at joint = .• 11. 7) "Semi -rigid pitchbreaks including heels" Member end fay model was used in the analysis and design of this truss. •' 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 11-1-8 oc max. starting at 7-0-9 1O from the left end to 18-2-1 to connect truss(es) MG6 (1 ply 2x6 SP) to back face of bottom chord. i _ ' �♦ .•.c P •' 10) Fill all nail holes where hanger is in contactwith lumber. 0 p •� ����♦ `Sl 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb down and 55 lb up at 6-0-0, .. `Cj �,� and top 105 e down and 105 lb up at fPjP�t�s up at sibil -114 N of such con ection devices) s thand 191 on bottomcho d. The des gn/selectionrespony of otherslb l f lilt 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Y r+ LOAD CASE(S) StandardFL Cert. 663.4 June 14,2 13 Continued on a e 2 AWARWG -Vary design Pa =mftrs andRS+.1U At17FS GKI77ISAN01NCLWJW AVEICREP BPAGElJul-7479 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Isfor lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcation, quality control, storage, delivery, erection and bracing; consult ANSI/iPll Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information a' able {rom,lruss Plate Institute, 781 LI. Lee Street, Suite 312, Alexandria, 2314 lif5tailtlti tii:Put ISO* YCtbLsY:issp thedIIasta1i3f g2L'Ithtk�++�+'*r'"�+ IR12613 hy'Am Tampa, FL 33610-4115 P Job Truss Truss Type Qty Ply T4885452 23969 B01G HIP TRUSS 1 1 � Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:38 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oygIAl-P6576YJjGisYYONgg0ptSVS 9BsYY5yw8ACY6vzBh 32-1 6-0.014-8-10 32-1 2-9-15 2-91-2-1M' Scale=1:25.1 08 = 4x4 = 3 17 4 6.00 12 3x4 3x4 5 2INI:2 1 6 n Id 9 18 8 3x4 = 7 3x4 = 10 3x4 = 3x8 = 1x4 II 1x4 II a0 -9 5 0 3 0.1 Plate Offsets X 3:0-5-4 0-2-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (too) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.15 Vert(TL) -0.02 9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 74lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 10=854/0-8-0 (min. 0-1-8), 7=854/0-8-0 (min. 0-1-8) Max Horz 10=86(LC 6) Max Uplift10=-482(LC 8), 7=-405(LC 8) Max Grav10=995(LC 2), 7=995(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=778/425, 3-17=616/412, 4-17=616/412, 4-5=778/432 BOT CHORD 9-18=-317/616, 8-18=317/616 WEBS 2-9=330/716, 5-8=3121716, 2-10=898/383, 5-7=-898/341 NOTES 1) Unbalanced roof live loads have been considered for this design. �r1111111/��� 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.0psf,, h=15ft; B=45ft; L=24ft; eave=oft; Cat. If; Exp ,����QI N B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right `� �I` P•�• . exposed; Lumber DOL=1.60 plate grip DOL=1.60 Q Ci EN �� 3) Provide adequate drainage to prevent water ponding. �: ' �� S�• : �i �� 4) This truss has been designed fora 10.0 psi bottom chard live load nonconcurrent with any other live loads. • 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit N A ' •: )681.82 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 10 and 405 lb uplift at joint 7. 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. device(s) be to support concentrated load(s) 42 lb down and 86 lb up at 6-0-0, and 8) Hanger(s) or other connection shall provided sufficient 42 lb down and 86 lb up at 7-3-5, and 42 lb down and 86 lb up at 8-6.10 on top chord, and 125 lb down and 115 lb up at 6-0-0, and 16 lb O .• P, �. ��,� down and 13 lb up at 7-3-5, and 125 lb down and 115 lb up at 8-5.14 on bottom chord. The design/selection of such connection �i ., �.•' \ % device(s) is the responsibility of others. s ' • • ' _`� �� '4# 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 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=1.33, Plate Increase=1.33 FL Cert. 6634 June 14,2 Continued on page 2 13 A WARNING • Var ifq design parmneters and READ N07335 ON THIS AND BVCLf1DB0W7VCR6FBRP.NCB PAGB iDt-7473 BBFORS USS .• Design valid for use only with 1vllTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the A're�• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB•89 and BCSI Building Component 1V1 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, yyA 2314. HSollthete P3ne�SF lumtser I5 specdiel9, t9re ds7gn vat+te5 are thttsLtY6ec2ive O6�OIf2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply T4885453 23969 B02 Common Truss 1 1 East Coast Truss, Fort Pierce, FL. 34M 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:40 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oyglAl-LVDIXEK oJ6GoD(DoRsLXwXHu?W002hCcUheBoz6h0 -1-9-5 5-6_0 11-0-0 12-9-5 1-&5 5-6-0 5_8.0 1-9.5 4x6 = Scale=1:27.7 3 6.00 12 4x4 4x4 4 2 1 5 8 7 62x4 I I 2x4 I I 4x8 = i 5-6-0 11-0.0 i 5-rro LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) -0.01 5 n/r 90 MT20 244/190 TCDL 15.0 LumberIncrease 1.33 BC 0.26 Vert(TL) -0.02 4-5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Wrnd(LL) 0.01 5 n/r 120 Weight: 64 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=437/11-0-0 (min. 0-1-13), 6=437/11-0-0 (min. 0-1-13), 7=442/11-0-0 (min. 0.1-13) Max 1­1orz8=156(LC 6) Max Uplift8=-158(LC 8), 6=158(LC 8), 7=-44(LC 8) Max Grav8=515(LC 2), 6=515(LC 2), 7=506(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=468/172, 4-6=-468/172 WEBS 3-7=375/52 NOTES 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; E xp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate % J1111►►11111 gripDOL=1.80 `���Q�`N �/rr1��+I 3) Gable requires continuous bottom chord bearing. �� �, ....... `Z 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦ ••''� ' bottom in 3-6-0 tall by 2-0-0 wide will fit , y 1 SF• : 5) This truss has been designed for a live load of 20.0psf on the chord all areas where a rectangle ♦'► j, between the bottom chord and any other members. ♦♦ �. N 182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8, 15B lb uplift at joint 6 .♦' * and 44 lb uplift at joint 7. �. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. CASE(S) Standard 9O', T F ' LOAD (W FL Cent. 6634 June 14,413 AWARMM- Vettfy &sign parwndem andRM N07E8 ON=S AND INCLUDED 078KRBFMUWB PAU JUI-7473 BEFORE US& r Design valid for use only with M*Tek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only., Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safely Information va' able from Truss Pla a Institute, 781 tJ. Lee Sheet, Suite 312, Alexandria, YA 2314 tf5tbe3rtPstee�SFjitiririleri5 td3rgrivatilesatetha5eefflsttisre06 02/Iitfl3hyAYSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply T4885454 � 23969 B03 Common Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:42 2013 Page ID:rl vBp4cyjyvrzSRsglhDgoyglAl-HtLWywMEKxM_l?hcvsupdLcbWpC?Uy8V3oAIGgz6h0 56.0 11-0-0 5_&o 5_&o 4x4 = Scale=1:33.5 8.00 12 2 3x6 34 1 3 N 5 4 8 3x8 = 2x4 II 2x4 II 5-aD 11-0-0 5-so 5-s-o LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 65 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=509/Mechanical, 4=509/Mechanical Max Horz6=192(LC 7) Max Uplift6=91(LC 8), 4=91(LC 8) Max Grav6=589(LC 2), 4=589(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=494/132, 2-3=-494/132, 1-6=540/104, 3-4=540/104 WEBS 1-5=29/338, 3-5=30/339 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate �%i11111111 j grip DOL=1.60 ,���� V i N v 1�,� �� �j� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� PQ • . • bottom in 3-6-0 tall by 2-0.0 fit • �� 4) This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle wide will � ,� • •� G E (V S •• � between the bottom chord and any other members. • �` �j' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 6 and 91 lb uplift at joint 4. = * N 681.82 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard �• T F . �' lob • fill FL Cert. 6634 June 14,412 A WARMIYG - Vero design powmeters and=D NO7E8 ON 7NIS AM INCLUDED D4r81LREFE1MCE PAGE=-7473 11EFORE USE, Design valid for use onlywith Wek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblrify of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/17I1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke Fast Blvd. Safety Inlormatlon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, A 14. IfscumenlPlrteYsp furnher ssgaet?filed,rri�darignwatuesazethoseeffactive Dif20136yAt5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply T4885455 � 23969 C01G HALF HIP TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:43 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyg[A]-14uu9GNs4EVrf9GoTaP29Z9pkCU4DPKfISwJo7z6h0 i 3-7-1 i 6.10-0 , 7-9-5 3-7-1 3-2-15 0.11-5 Scale=1:24.7 5x5 = 2x4 I I 3 4 6.00 12 1x4 II 2 1 10 5 2x4 — g 4x4 = 3x4 = - 5 9- 1 .5 iM12 Plate Offsets X 3:0-2-8 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) 0.10 5-6 >668 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.45 Vert(TL) -0.10 5-6 >637 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 44lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallIgilgo guide, REACTIONS (lb/size) 5=446/Mechanical, 6=543/0-8-0 (min. 0-1-8) Max Horz 6=183(LC 7) Max Uplift5=343(LC 8), 6=277(LC 8) Max Grav5=519(LC 2), 6=629(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-5=298/118, 2-6=-418/127 NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst BCDL=3.Opsf,, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp, B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 `%%J11111111111 2) Provide adequate drainage to prevent water ponding. �tti U' ._ .1`� 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 4) •This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit (j •' G E �. •' . � .��i ,�. between the bottom chord and any other members. �� �; •�,� `�'••. ��� 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 5 and 277 lb uplift at joint = N 6 81.82 •� 6. * *' 7) "Semi -rigid pkchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down and 307 lb up at 6-10-0 .� on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .� �� T 9) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. 09 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).,Z�+� ,'�� •� qG+'•\v`���,` LOAD CASE(S) Standard SSA "• %%Uniform��� 1) RegularLumber Increase=1.33, Plate Increase=1.33 Loads liN1a1 + , plf) Vert: 1-3=75, 34=75, 5-7=-20 Concentrated Loads (lb) i ,1 Vert: 10=260(B) FL Cert, 6634 June 14,2 12 A WARNIM - Verify design powrol erx mtdRZW =7W OM2NlB AM ItYCLWS{►E7i'TE(CJWMU BPAGB DR(1f4?O:BEFORS UM !� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblGty of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information a' able om buss Pia1e Institute, 78114. Lee Sheet, Suite 31Z Alexandria, 2314 ffSDuthetttPSrte�SP.rs�3/�desrgavatuesate9toseeffatt 461-MI3ltijfA= Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply � T4885456 23969 D01 MONOPTCH TRUSS 2 1 Job Reference (oplonnal) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:43 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oyg W-14uu9GNs4EVrf9GoTaP29Z9nACYIDPrOSwJo7z6h0 i 7-8.5 i 7-8.5 3x4 I I Scale=1:27.2 3 6.00 12 3x4 2 1 4 2x4 = 5 4x4 = 1x4 II 9.5 5 -0 LOADING (psi) SPACING 2-041 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horc(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 39lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=220/Mechanical, 5=502/0-8-0 (min. 0-1-8) Max Horz5=156(LC 8) Max Uplift4=164(1_C 8), 5=189(LC 8) Max Grav4=254(LC 2), 5=581(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=502/74 NOTES 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,�f, V 1 N .V N v,• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 4 and 189 lb uplift at joint `�% PQ�,, 4'. � 1 •• G E ,�,. S � 6) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = * • N 681.82 LOAD CASE(S) Standard +• T O17 ft FL Cert. 6634 June 14,2 1.: AWAl Ver4fydsignparvandersandRIMROM 0N7WSAFM1NCLUDBDlVWKRBPBRBNCBPAGBiSUI-7470BBFORGUSS, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component.• ■ Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibfrity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITP11 Quality Cdtedo, DSB-89 and BCSI Building Component 69D4 Parke Fast Blvd. Safety Information vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, yyA2314 H3autllem Pir1e45F'� Istrntser i5 etified,t9lc design va[ve5 eie tIlose effettive O6 OW013 byAM Tampa, FL 33670-0175 Job Truss Truss Type Qty Ply T4885457 23969 D02G JACK -PARTIAL TRUSS 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:44 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oyglAl-DGSGNcNUrYdiHJr 1HwHimiwsdwys2oW6fsl¢z6hOn i 3.10.7 7-B-5 i 3-10.7 3-9.14 1x4 II Scale=1:27.2 3 6.00 12 1x4 II 2 1 4 2x4 = 5 1x4 II 1x4 II 2-11.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) 0.07 4-5 >876 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.08 4-5 >818 180 BCLL 0.0 • Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:31 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 M1Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=216/Mechanical, 5=506/0-8-0 (min. 0-1-8) Max Horz5=156(LC 8) Max Upiift4=149(LC 8), 5=204(LC 8) Max Grav4=250(LC 2), 5=586(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=203/496 BOT CHORD 1-5=766/270 WEBS 2-5=519/137 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 24O-0 wide will fit,�� between the bottom chord and any other members. `%11111111111/� N v /j/ �� 6.01 F �// 4) Refer to girder(s) for truss to truss connections. ••....... ��, O�' ii E NW'-. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift atjoint 4 and 204 lb uplift atjoint AC`� 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. design) Is Nc 681,82 7) Warning: Additional permanent and stability bracing for truss system (not part of this component always required. LOAD CASE(S) Standard = -� W' r �,, S� �/ 111111111i�` FL Cert. 6634 June 14,412 AWARIOM • VaVy e1wh t parmtulers andRBAO NOM ONTR1SAN0 fNMWBD M1981CRBPBRBNCB PAOB LSR-7473 BBPOR13 USB Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IP11 Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information IfSouthemPirlegSvaPible from TrssPlaInstilute781N. Lee Street, Suite 312Alexandria, V214. �d�gnvatuiesarp60112O13byA2SC -4115 ampa,hnT&erE5- Job Truss Truss Type Qty Ply T4885458 23969 HJ6S Diagonal Hip Girder 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 Mtek Industries, Inc. Thu Jun 1314:32:45 2013 Page ID:rlvBp4cyjyvrzSRsglhD9oygW-hSOeayO6cslZuTPBa RWE_E2GO9MhK6ximPPs?z6h0 i 3-69 r 7-1-3 , 3-6-9 3 69 Scale=1:24.9 46 3 4 4.24 12 10 1x4 II 2 9 3x4 1 11 7 12 6 8 3x4 = 4x4 118 2x4 I 3.69 3-(r9 Plate Offsets 3:D-1-11 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) 0.13 7 >626 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) -0.19 7 >418 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 36lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 8=292/0-11-0 (min. 0-1-8), 6=437/Mechanical Max HorzB=178(LC 5) Max Uplift8=116(LC 8), 6=281(LC 5) Max Grav8=338(LC 2), 6=504(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=318/168 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 tI1111/� 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ���,`' fr N responsibility of the fabricator to increase plate sizes to account for these factors. �� �j� ,�� PQ • ..� �, • 3) This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. a psf 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit E S� • ; ��� between the bottom chord and any other members. N( 6818 0. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 8 and 281 lb uplift at joint * �, 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .� �.• 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 85 lb up at 3-0-11, 66 T F � lb up at 3-0-11, and 79 lb down and 111 lb up at 5-10-10, and 43 lb down and 97 lb up at 5-10-10 on top chord, and 8 lb down and 34 lb •• Q up at 3-0-11, 59 lb up at 3-0-11, and 45 lb down and 29 lb up at 5-10-10, and 22 lb down and 68 lb up at 5-10-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ,0 40 Q •. �! 4*�j S •• •" design) is • •N 9) Warning: Additional permanent and stability bracing for truss system (not part of this component always required. \'\'� �� front back ��j S 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as (F) or (B). . , ,fill LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) FL Cert. 6634 Vert: 1-3=75, 3-4=75, 5-8=20 June 14,2 Continued on paqe 2 13 A wAR=G - VenD dengnpanametem andPMD MnW ON THIS AND INCLUDBD AUMKIWMU NOBPAGB)OZ-7473 BBFORS US& Design valid for use ony with Wek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality storage, delivery, erection and bracing, consult ANSI/TPH Qualiittyy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. gcontrol, Iffe5autti rttPio>iieL'SP,liu bet:i5 tifiliE4tuthedesigneWht'saTethoAleffective06�O1A 13b/AiSC Tampa, FL33610-41t5 Job Truss Truss Type Qty Ply T4885459 23969 MG5 Jack -Open Truss 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:46 2013 Page ID:rt vBp4cyjyvrzSRsglhD9oyg W-AfaOoHPIN9tQWd_N8iylnBnF4QVGQnOS_QBzPRz6h0 5-0-14 5-0-14 Scale=1:25.8 4.4 I I 2 5 6.00 12 3.4 1 c�ri 8 7 4 HUS28 HUS26 3 3x6 I I 4x4 = 0- LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) -0.05 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.11 3-4 >526 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 36 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, except BOT CHORD 2x8 SP SS end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3.3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=1438/0-8-0 (min. 0-1-15), 2=181/Mechanical, 3=866/Mechanical Max Horz4=132(LC 8) Max Uplift4=208(LC 8), 2=76(LC 8), 3=164(LC 8) Max Grav4=1618(LC 2), 2=218(LC 2), 3=964(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �1I 111111', 4) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit QU N F between the bottom chord and any other members. •..,.,• 01�:• •- 5) Refer to girder(s) for truss to truss connections. ��� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 4, 76 lb uplift at joint 2 and �� �; ��,� S�C`�•. �j, 164 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� N 681.82 •? * 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ; 9) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0.0 oc max. starting at 1-1-10 from the left end to 3-1-10 to connect truss(es) Alt (1 ply 2x4 SP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. �' T F 411 11) Waning: Additional permanent and stability bracing for truss system.(not partof this component design) is always required. 12) 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 ��j s •• ' • • G \'`'� �� fA 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=75, 34=20 Concentrated Loads (lb) Vert: 6=1013(F) 7=1013(F) FL Cert. 6634 June 14,2 13 A WARNING - Ver(Jy design pwwmdem andRBAO XIM ON 7EI.S AND INCLUDBO JUMICRBFBRBNCB FA B 1}I 4473 BBFORB UEP Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 14. HSorithegrrPinc�SP� lwntser f5 sgecffied,thedesTgn vatu� are ttloseffett9ve 06.O2/2O33IgrA1SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Lfemnra T4885460 23969 MG6 Jack -Open Truss 2 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:47 2013 Page ID:rl vBp4cyiyvrzSRsglhD9oyg W-er8P?dQNBT?HBmZZiPU_KPKZhgsJ9EgED4uWxuz6h0 3-D-5 6-0-0 3-0-5 2-11-11 1x4 II Scale=1:22.6 3 6.00 12 1x4 II 2 1 Li 9 4 U4 = U24 s 2x4 II 2x4 II o- LOADING (psf) SPACING D-0-2 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.10 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 29 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=247/Mechanical, 5=265/D-8-0 (min. 0.1-8) Max Horz5=1(LC 8) Max Uplift4=-44(LC 8), 5=48(LC 8) Max Grav4=2B5(LC 2), 5=307(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-5=65/413 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6 0 tall by 2-D-0 wide will fit between the bottom chord and any other members. ��i,11� rtruss to ss connections. 4) Refer to girder(s) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 4 and 48 lb uplift at joint 5. ���,� (�U i N V�` !4� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� QP . • .... • • Z. , ' Ci E N S'�'�0. 7) Use Simpson Strong -Tie U24 (4-16d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to connect ♦�� �\ truss(es) B03 (1 ply 2x4 SP) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Nc 68182 r 10) In the LOAD CASES) 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=1.33, Plate Increase=1.33� T F O Uniform Loads (plf) . P� Concentrated , O•.•••\ ,, 'sS ���`" �, Vert:9=-509((B)) rr FL Cert. 6634 June 14,2 12 A WARNIM - Va jy dbstgnpisuwadcm =dRMW NOTBB ON 7WlS AW lHUWW M MRBPBRM CB PAGB ant-747a BBFORS US& Design valid for use onlywith Mlek connectors. This design is based only upon parameters shown, and Is loran Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllty, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lSouUi£txSaPiite1vSaPTiumberigspeGiSl�tuthede5iipvaluesStreet, te+tltiztY�Alexandria, V�AQO�Q13byALSC Tampa. FL336104115 Job Truss Truss Type Qty Ply T4885461 23969 VM2 Valley Truss 1 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Jun 1314:32:48 2013 Page ID:rl vBp4cyjyvrzSRsglhD9oygIAl-61 inCzQ?vn78Iw81G7?Dscskl DJouhRORkd3TKz6h0 2-0-0 2-0-0 (2)-16d (0.131 "x3.5") toenails Scale =1:7.9 2 s.oa 12 1 3 2x4 i I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.07 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) Na Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 5 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=66/2-0-0 (min. 0-1-8), 2=5212-0-0 (min, 0-1-8), 3=14/2-0-0 (min. 0-1-8) Max Horz 1=28(LC 8) Max Upliftl=S(LC 8), 2=23(LC 8) Max Gravl=76(LC 2), 2=62(LC 2), 3=28(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9:Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit { i 1 181�, `'{{{{ between the bottom chord and any other members. � ,�� V N 'V 2 to ANSI/TPI 1 to formula. Building designer should verify capacity of 5) Bearing at joint(s) considers parallel grain value using angle grain PQ• ....... bearing surface. E • i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 1 and 23 Ib uplift at Joint 2. �� �,••�� `SAC`• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. N 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * 68182 LOAD CASE(S) Standard :� 9 • T F 41J C? FL Cert. 6634 June 14,412 ��• A WARKM • VerTy design pownders andREAD NOTES ON THIS AND INCLUDED M/7EK.RURM CB PAGE JG/1-7473 BEFORE UM Design valid for use only with Walk connectors. This design it based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdleda, DSB-89 and SCSI Building Component 6964 Parke East Blvd. iffSnHuthetcrP77t8Tar,ultxuabeir sspP��ledPithL,desi�iesresl�a ettlerosiAeff2itiMO r011lyiO13byAtSC Tampa,FL3361(L4115 FL Cert. 6634 June 14,2013 AWMMRG-VerTYdmi-ant-VowndasmrdRm MAIM OmnusANDINuwjwmmucR8PBRBIVCBPAGBJM-7473BEFORE US& Design valid for use only with M7ek connectors. This design Is based any upon parameters shown, and is for an Individual building component .• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIIFPIT Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke Fast Blvd. Safelylnformattlon 9va able from jruss Plate Institute, 78114. Lee street Sul' e 312, Alexandria, vA 14 Ir5aufluanP v`SP k=bL 19gxs CMe4t➢fed1W9nvatuasUL-11ose�ettive06IOY,(O byAM Tampa, FL 33610.4115 FL Cert. 6634 June 14,2013 A WARMNG - f7er{jy design powndem andPMD NOYSB ON YNIS ANDiMLImSD MT ETCRBFBRBNCB PAGE JUI-7473 BBFORS USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, yA 14 It5trutherflPhlelsPicu taeri9specit-ied,11hedesrgivalsaesaret fft+ttiv�O6/oi%�=byAYSC Tampa, FL 3361 Od115 Job Truss Truss Type city Ply Lirpl3cgi T4885462 23969 VM4 Valley Truss 1 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jun 1314:32:49 2013 Page ID:rt vBp4cyjyvrzSRsglhD9oyg[Al-aEG9QJRdg4F_N4jypgWSPgPgCdbKd6gXgONd7mzBhOi 4-0-0 4-0-0 Scale=1:13.0 2 2x4 II 6.00 12 1 3 2x4 2x4 II I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rP[2007 (Matrix) Weight: 14 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=154/4-0-0 (min. 0-1-8), 3=154/4-0-0 (min. 0-1-8) Max Harz 1=84(LC 5) Max Uplift1=25(LC 8), 3=30(LC 8) Max Grav1=178(LC 2),3=178(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��►[I 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit ♦�1`,, V t N'�ItI F� ��i between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 1 and 30 lb uplift at joint 3. �� �Q ••+„+• 0 • •,''G Iy 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. t4i �; • V� `SAC'•• �10.. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� .` •+ :� N 681.82 + LOAD CASE(S) Standard c(/ .00. FL Cert. 6634 June 14,2 13 AWARNIM-Yerjy,design,pwwndcMcndREWMnW011ITBISAMINUIXIBDMl=RSFRlU=BPdGB191-7473BBRORB1113S. ■� Design valid for use only with Mtrek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not two designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gaalble from TrussPlat Institute,�781SNLee Street, Suite312 Alexandria, VGA Z2314 �� Tampa, FL 33610.4115 2 Symbols Numbering System 4 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft4n-sixteenths. Apply plates to both sides of -truss and fully embed teeth. 0 For 4 x 2 orientation, locate plates 0-'nay from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek� MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each �oint and embed fully. Knots and wane at joint ocations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. . 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quarity Criteria. 3