Loading...
HomeMy WebLinkAboutTruss®=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPAGING NOTE ALL TRUSSES ARE TO BE SET AT 2.-0: ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE Lk IF MULTIPLE PLY. Ali _n DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. 30' Span or less A& 60 degrees or less 1/2 —► T g Line span opprox. REFER TO BCSI Truss must be set this way if crane used. Trees is on example, your truss may at match. nsist crane operator sets truss this way. 30' to 60' Span A SDreader Bar Tag ,__ Approx 2/3 to ls, Line 1/2 of Span REFER TO BCSI rss must be set this way if crane used. This is an example, truss may not match. Insist crane operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses Q are installed. AIR HAN�I IE=R NOTE UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. HI Y �U of UZ Q a:J N0O a N I I I 24" O.C. THRU CORNERJACKS I1'11.1 ONLY f I 24" 14 t6�i CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY P CARRIER LOCATED AS DIMENSIONED ON LAYOUT CORNER JACKS ARE NOT BEVELED. SEE STANDARD ENGINEERING. INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 2'-8" ABOVE FINISHED FLOOR .INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 12'-4" ABOVE FINISHED FLOOR FABRICATION r AGREEMENT -'TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT 19SIGNED 8RETURNED The legal description of the property where the trusses will be Installed Is: I The underslgned acknowledges and agreestruss lacement :. 1. Trusses wbe made In strict which Is the sole ill lauthbdry for detennlnl 0 successful fabrllcat on of the trusses. Iagram layout, 2. All dimensions In this layout have been verified by the undersigned. e r BCSI & 3. Unless written notes Is provided by certified mall to Chambers Truss within ten (10) � D o not stand o n trusses until they are braced p properly nailed to straps & hangers days of delivery the undersigned agrees that no backchargas will be allowed. In the event such written notice Is furnished Chambers Truss shall have three (3) bugoess days In which - to begin repairs required, or to substitute other trusses, at Chambers optldn. .. 4.,The undersigned acknowledges receipt of "SCSI 1-03" summary sheet by TPI & WTCA. :5. Delivery Is to Job site. It Is the buyersrasponslblllty to make the fob site suitable for tlellJery. Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the Job she for delivery, Chambers Truss will be responsible for dump delivery only. _ The buyer Is responsible for additional delivery expanses If Chambers Trues has to redeliver because Job site Is not prepared for delivery or boyar Is net prepared for delivery of trusses. Buyer. is responsible to Chambers Truss for towing costs due to site conditions. ;T S. Price as shown In paragraph 7 below Is subjectto change It any changes are. made In , this layout A $50 per hour fee for revisions maybe charged by Chambers Truss. � I , 7yThla Is a PURCHASE ORDER to Chambers„TNss of the sum agreed to, or If n0' agreement a reasonable price. Invoice will be made on delivery and paid within terms of net orr delhrery. Involve may be made at scheduled date of delivery If buyer cannot accept tlelNery of tabdwted hussas. The undersigned agrees to pay Chambers Truss reasonable ettomey's tee for lie tons In event of payment not timely made. 1-12 %per month service _ charge will be added for all sums not paid within tens. . B. Signature or Initiate anywhere on this sheet wnstliutes agreement to all terms herein. H. In coneldaratlon of Chambers Truss extending credit for this materiel the underan n as nteas slgned ChambersnTruss by any ends yreceivinghmatertal and the e undersigned agrees to pay such ' Indebtedness Including attpmays fees, Ifdefault In payment for material be made by the recipient. - -10. In the event of any litigation concerning this agreement, the items furnished hereunder w payments referred to herein, the. parties spree that the sole venue for any such action will T-9 r 46 _s be Saint hucle County, Florida. .'1A. Design responsibilities are per "'National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSVTPINJTCA 4 - 2002" - 'DATED m SIGNED n FOR TITLES-- " Jt 1 �✓9 � � J31 AspreaderbarmayberegL(iredper"BCSI1-03"hipnrventTnjtaY&damage. y- Jt ,F✓,� � Multiple ply trusses must be fastened together per engineering J3 ,:before they are set, failure to do so can result In roof collapse. 12 J51 ;feniporery and permanent bracing are required and can save life 3.38 r— J3 +and property and Is the responsibility of the truss erector. J5 Study the contents of the information packet Included on delivery r 12'-4" J71 before set77 ting trusses. J5 J7 �; . Trusses mustbesetand braced p �deslgn iD Pre/81 wsrtt�l�Y&dame' J71 ; ` Trusses must be set plumb and square '. Do not set bunks or stack of plywood, roofing material or any J7 • J7 .other cditCentTated loads on trusses, this can cause collapse. 1 N _ J71 N = _ i DO NOT SET TRUSSES USING THIS LAYOUT upset=l/4" heel=3 7/8" -ate', J7 J7 USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES PLUMB CUT END J7 r J71 > � J7 - CHAMBERS TRUSS INC _ 2 x 4 Top Chord > ' WALL HEIGHT 12'-4" J7 J71 g1 J7 TYPICAL END DETAIL 7 T 2' 28' 2' 2' T J5 J51 J5 _ 3105 Oleander Avenue J3 a J3 J3 Fort Pierce; Florida 34982.6423 �� �✓9 800-551-5932 ` J1 J71 J1 t: FortPleree 772-465-2012 Fax 772.465.8711 co coVero Beach TT2569-2012 Stuart T11 T2-285J302 11 =, Web Site: CHAMBERSTRUSS.COM 56'-5" S1', LIiCIE BOUNTY 73UI1GATNG ANON REVIEWED FOR C REVIEWED ,BY DATE MUST BE KEPT ON JOB PLANS AND PE Ot3 NO INSPECTION WILL BE MADE. i �ONfEALEDFAMNERSOR ATTAOHMENI. APE THERESPflNSIBfLfiYOFTHE TRp CfoR OF RE v .CORD 1,'THESE PLANS AND ALL PRO" as._s" ARE SUBJECT TO ANY CO" / � \ 52.0/932 MITEK 4.2 . REQUIRED BYFIELD iNSPPESIGN CRITERIA �. MAY BE NECESSARY W County SAINT LUCIE 5 G Z3 C�MPLYV��' Building Department SAINT LUCIE COUNTY / m m m m m m m m m m m m m m m m in m m m m m m m m 1 � Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisting Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. o Top Chord Live 20 � 2' C;, � Top Chord Dead 7 4.2 t � 9-1/2" BCI®5000s-1.$ Bottom Chord Live 10hon-Concurrent i + Bottom Chord Dead 10 3 ) ' TOTAL Load 37 7.2 I + I , Duration Factor 1.25 I Wind Speed 160mph I N ' Top Chord C.B. Sheeting by builder. I 1 1 , Bottom Chord C.B. Sheeting by builder. 1 Highest Mean Height 15'-0" 124" BEAM BY OTHERS � Building Type ENCLOSED � f Building Category II:Non Restrictive Exposure Category D Barrier Island No Conforms to FBC 2014 t , Chambers Truss Inc. Drawing Name: 73492 Scale: 1 /4 = 1' 79 total trusses, 19 different trusses. __-----r ----, -------------- _�___--__--�' �- ---- - - -- -� � Date.05/31/16 'RACR Revised.09/21/16 MI 4• RAC ACAD• Reviewed By: END DE. Revised: 09/21/16 A FOR EAST SIDE BUILDERS DESCRIPTION: Else, fA RUSKOSKY, SEAT PLATES BY CHAMBERS PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 73492 ® 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: 73492 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: East Side Builders Project Name: Ruskosky Model: Tampa, FL 33610-4115 Lot/Block: 381 Subdivision: Ocean Resorts Address: Loggerhead Place City: St Lucie County 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 19 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I 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# Truss Name Date 1 T9098574 B 7/21/016 2 T9098575 GRA 7/21/016 3 T9098576 GRB 7/21/016 4 T9098577 GRC 7/21/016 5 T9098578 J 1 7/21/016 6 T9098579 J3 7/21/016 7 T9098580 J5 7/21/016 8 T9098581 J7 7/21/016 9 T9098582 J11 7/21/016 10 T9098583 J31 7/21/016 11 T9098584 J51 7/21/016 12 T9098585 J71 7/21/016 13 T9098586 KJ9 7/21/016 14 T9098587 KJB 7/21/016 15 T9098588 T3 7/21/016 16 T9098589 T4 7/21/016 17 T9098590 V9 7/21/016 18 T9098591 V13 7/21/016 19 T9098592 V17 7/21/016 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. SEP 0 2 7-016 PERf41ITTiNG St. Lucie County, FL ,% M; E N S • q �i� a 110 �1 STATE OF :��* � ,',, (r•, • ,,, Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 21,2016 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T9098574 73492 B SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 21 10:01:06 2016 Page 1 I D:iW w7LcVgVgn94elyg POlzjzB?zA-OORp?OZLYYW KuJtEI evR4tJT50?IGMwW7e4zm5yvuLR -1-0-0 6-7-4 9-0-0 10-7-0 11-3-$ 15-8-0 21-0-0 1-0-0 6-7-4 2-4-12 1-7-0 0-8-8 4-4-8 5-4-0 Scale = 1:39.1 4x4 = 3x6 = q qqF'o- 4x4 = 3x4 = 5x8 = 3x4 = 3x4 = 9-0-0 1-7-0 4-8-12 ' 5-8-4 Plate Offsets (X Y)-- [2.0-2-0 Edge], I11.0-3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.10 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.2911-14 >876 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1610-11 >999 240 Weight: 89lb FT=20% LUIVIBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=835/0-8-0, 8=82710-8-0 Max Horz 2=-66(LC 6) Max Uplift2=-624(LC 8), 8=-623(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1804/1280, 3-4= 1531/1068, 4-5=-1466/1051, 5-6— 1433/1025, 6-7=-1891/1357, 7-8= 1933/1320 BOT CHORD 2-11=-1127/1697, 10-11=-833/1372, 8-10=-1178/1826 WEBS 3-11=-311/335, 6-10=-366/554, 7-10=-219/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 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 100 lb uplift at joint(s) except Qt=lb) 2=624, 8=623. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED mnEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall indicated is to buckling Individual truss chord members only. Additional temporary and permanent bracing MiTek" building design. Bracing prevent of web and/or Is always required for stabllitye nWo prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T9098575 73492 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1.64U S Apr 18 zuI ti MI I eK InaUSIneS, Inc. I nu Jul zl 1 U:UI :ub zUl b rage 1 I D:iWw7LcVgVgng4elyg POlzjzB?zA-OORp?OZLYYW KuJtE1 evR4tJMsOxdGM3 W 7e4zm5yvuLR 1-0-0 3-11-12 7-0.0 12-5-0 15-5-4 _ 19-5-0 al) 5-0 01 0� 3-11-12 3-0-4 5-5-0 3-0-4 3-11-12 1-0-0 3.38 F12 3x6 = 4x8 = 5x6 = lab 18 2x3 I 5x6 WB= 3x4 = 3x6 = Scale = 1:35.8 v Io 3-11-12 7-0-0 125-0 15-5-4 19.5-0 3-11-1-1 3-0-4 5-5-0 3-0-4 3-11-12 Plate Offsets (X Y)-- [3:0-5-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.28 7-9 >845 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.43 7-9 >539 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1307/0-4-0, 5=1306/0-4-0 Max Horz 2=50(LC 7) Max Uplift2= 945(LC 8), 5=-945(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3486/2335, 3-16=-3340/2299, 16-17=-3340/2299, 4-17=-3340/2299, 4-5= 3487/2335 BOT CHORD 2-9=-2136/3308, 9-18= 2143/3339, 8-18= 2143/3339, 8-19= 2143/3339, 7-19= 2143/3339, 5-7=-2135/3309 WEBS 3-9= 102/531, 4-7= 115/532 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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 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 100 lb uplift at joint(s) except Qt=lb) 2=945, 5=945. 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) 180 lb down and 295 lb up at 7-0-0, 88 lb down and 157 lb up at 9-0-12, and 88 lb down and 157 lb up at 10-4-4, and 124 lb down and 293 lb up at 12-5-0 on top chord, and 282 lb down and 187 lb up at 7-0-0, 61 lb down and 3 lb up at 9-0-12, and 61 lb down and 3 Ib up at 10-4-4, and 282 lb down and 187 lb up at 12-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4= 54, 4-6= 54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-124(F) 4_ 124(F) 9= 282(F) 7=-282(F)16— 88(F)17=-88(F) 18=-41(F) 19=-41(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only wifh MITek® connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098576 73492 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mrl ek Industries, Inc. I hu Jul 21 10:01:07 2016 I -age 1 I D:i Ww7LcVgVgn94elyg POlzjzB?zA-sa?BDkZ_JseBWTSQsMQgd4sbvQGy?oNfM HpW JXyvuLQ -1-0-0 3-10-0 7-0-0 10-6-0 14-0-0 17-0-4 21-0-0 3-10-0 3-2-0 3-6-0 3-6-0 3-0-4 3-11-12 3.38 F12 4x6 = 5x8 = 2x3 11 3 18 19 4 20 21 10 22 - 23 2x3 II 5x6 WB= 3x8 5x8 = Mt Scale = 1:38.4 3-10-0 7-D-0 10-6-0 14-0-0 17-0-4 21-0-0 3-10-0 3-2-0 3-6-0 3-6-0 3-0-4 3-11-12 Plate Offsets (X Y)-- (3:0-5-8 0-2-81 (5:0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.22 9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.49 9 >512 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.34 9 >735 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1452/0-8-0, 6=1431/0-8-0 Max Horz 2=-50(LC 6) Max Uplift2= 1039(LC 8), 6=-1027(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3924/2622, 3-1 8=-4166/2857,18-19=4166/2857, 4-19=-4166/2857, 4-20=-4166/2857, 5-20=-4166/2857, 5-6= 3844/2580 BOT CHORD 2-11 =-2408/3726,11-21=-2415/3754, 10-21=-2415/3754, 10-22=-2415/3754, 9-22=-2415/3754, 9-23=-2375/3676, 8-23=-2375/3676, 6-8=-2367/3649 WEBS 3-11=-93/486, 3-9=-343/566, 4-9=-381/377, 5-9=-429/690, 5-8=-113/454 4x6 = PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20% Structural wood sheathing directly applied or 3-4-14 oc purlins. Rigid ceiling directly applied or 4-8-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 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 100 lb uplift at joint(s) except Qt=1b) 2=1039, 6=1027. 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)182 lb down and 296 lb up at 7-0-0, 89 lb down and 159 lb up at 7-10-3, 89 lb down and 159 lb up at 9-10-3, and 89 lb down and 159 lb up at 11-10-3, and 124 lb down and 294 lb up at 14-0-0 on top chord, and 283 lb down and 187 lb up at 7-0-0, 62 lb down and 3 lb up at 7-10-3, 62 lb down and 3 lb up at 9-10-3, and 62 Ib down and 3 lb up at 11-10-3, and 294 lb down and 198 lb up at 13-10-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3_ 54, 3-5=-54, 5-7=-54, 12-15=-20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTek` prevent Is always required for stability and to prev e 1 collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T9098576 73492 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 S Apr 19 2016 MI I eK IndusInes, Inc. I nu JUI 21 1 U:01:Uf ZU16 rage Z I D:iWw7LcVgVgng4etygPOlzjzB?zA-sa?B DkZ_JseB WTSOsMQgd4sbvQGy?oNfMHpW JXyvuLQ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-125(F) 5— 124(F) 11= 283(F) 8=-294(F) 18= 89(F) 19= 89(F) 20=-89(F) 21= 42(F) 22= 42(F) 23= 42(F) ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10703VOIS BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a Truss system. Before use. The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing M4Tek" prevent Is always required for stability aFA to preve{rt collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098577 73492 GRC SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Jul 21 10:01:08 2016 Page 1 ID:iWw7LcVgVgn94elygPOlzjzB?zA-KnzZQ4ac49n27dlcP3xv91PIUgdOkG2pbxz4rzyvuLP -1-0-0 3-11-12 7-0-0 8-7-0 10-6-0 11-3-8 14-0-0 15-8-0 21-0-0 22-0-0 1- -0 3-11-12 3-0-4 1-7-0 1-11-0 0-9-8 2-8-8 1-8-0 5-4-0 3x6 = Scale = 1:39.1 3x6 = 4x5 99 2x3 11 5x6 WB= 3x8 = 2x3 11 M lb N I� O 2-1 1-1-0 7-0-0 8-7-0 10-6-0 12-4-13 14-0-0 16-2-10 21-0-0 3-11-12 3-0-4 1-7-0 1-11-0 1-10-13 1-73 2-2-10 4-9-6 Plate Offsets (X,Y)-- f2:0-1-8,Edgel,f3:0-5-12,0-2-81,f6:0-3-0,Edgel,f7:0-1-8,0-2-01,f8:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 3x6 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.32 11 >777 240 MT20 244/190 Vert(TL)-0.4711-13 >536 240 Horz(TL) 0.12 8 n/a n/a Weight: 94 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. Except: 1 Row at midpt 4-7 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. REACTIONS. (lb/size) 2=1452/0-8-0, 8=1432/0-8-0 Max Horz2=-66(LC 6) Max Uplift2=-1038(LC 8), 8=-1028(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3940/2639, 3-20=-3982/2700, 4-20=-3982/2700, 4-5=-3394/2251, 5-7=-3397/2254, 4-21=-660/495, 6-21=-622/473, 6-22— 603/486, 7-22— 645/507, 7-23=-3691/2531, 8-23=-3821/2566 BOT CHORD 2-13=-2426/3743,13-24=-2433/3771,12-24=-2433/3771,12-25=-2433/3771, 11-25=-2433/3771, 11-26=-2333/3558, 10-26= 2333/3558, 8-10= 2352/3624 WEBS 3-13=-87/484, 7-10= 113/462, 5-11=-278/229, 3-11=-161/297, 7-11=-366/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 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 100 lb uplift at joint(s) except (jt=lb) 2=1038, 8=1028. 7) "Semi -rigid pitchbreaks including heels" Member end fixity 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 lb down and 296 lb up at 7-0-0, 129 lb down and 159 lb up at 7-10-3, 129 lb down and 160 lb up at 9-10-3, and 129 lb down and 160 lb up at 11-10-3, and 221 lb down and 297 lb up at 13-10-3 on top chord, and 283 lb down and 187 lb up at 7-0-0, 62 lb down and 3 lb up at 7-10-3, 62 lb down and 3 lb up at 9-10-3, and 62 lb down and 3 lb up at 11-10-3, and 294 lb down and 198 lb up at 13-10-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098677 73492 GRC SPECIAL 1 1 Job Reference (optional) Unambers I russ, Inc., Fort Pierce, FL f.b4U S Apr 19 2016 MI I eK IntlusInes, Inc. I nu jut zi i U:U1:Ut3 zui b Page z I D:i W w7LcVgVgn94elygPOlzjzB?zA-KnZZQ4ac49n27d1 cP3xv91 PIUgdOkG2pbxZ4rzyvuLP LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 6-7=-54, 7-9= 54, 14-17� 20 Concentrated Loads (lb) Vert: 3= 125(F) 13=-283(F) 10— 294(F) 20— 89(F) 21=-89(F) 22= 89(F) 23-124(F) 24=-42(F) 25= 42(F) 26=-42(F) ® WARNING - Verify design parameters and READ MOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sCOANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098578 73492 J1 JACK 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Jul 21 10:01:08 2016 Pagel ID:iWw7LcVgVgn94e1ygPOlzjzB7zA-KnZZQ4ac49n27dicP3xv91Psegn3kJjpbxZ4rzyvuLP 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 4 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. All bearings 0-4-0 except Qt=length) 3=Mechanical. (lb) - Max Horz 2=46(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 3 except 2= 148(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 2, 2, 3 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:5.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=148. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312016 BEFORE USE, Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T9098579 73492 J3 JACK 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Ml'ek Industries, Inc. Thu Jul 21 10:01:09 2016 Page 1 I D:iWw7LcVgVgn94elygPOlzjzB?zA-oz7yeQbErTvulmcpznS8iVx1 OE68TIyygbldNQyvuLO 1-0-0 3-0-0 i-0-0 3-0-0 Scale = 1:8.7 0 [V 9 Or O 3-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=56/Mechanical, 2=178/0-4-0, 4=31/Mechanical Max Horz 2=80(LC 8) Max Uplift3=-56(LC 8), 2= 174(LC 8), 4=-6(LC 8) Max Grav3=56(LC 1), 2=178(LC 1), 4=43(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3, 174 lb uplift at joint 2 and 6 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Is for Individual building not Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and an component, a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTelc Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quallty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098580 73492 J5 JACK 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mirek Industries, Inc. Thu Jul 21 10:01:10 2016 Page 1 I D:iW w7LcVgVgn94elygPOlzjzB?zA-H9hKrmcscnllNwA?XUzNEj UBkePZCCC52F2BvsyvuLN 1-0-0 5-0-0 1-0-o 5-0-0 = 1:11.6 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a nla BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=98/Mechanical, 2=268/0-4-0, 4=47/Mechanical Max Horz 2=117(LC 8) Max Uplift3= 104(LC 8), 2=-229(LC 8), 4=-4(LC 8) Max Grav3=98(LC 1), 2=268(LC 1), 4=73(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 229 lb uplift at joint 2 and 4 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only will)MfTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing OW MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T9098581 73492 J7 JACK 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 21 10:01:11 2016 Page 1 I D: iWw7LcVgVgn94elygPOlzjzB?zA-IMFi36dU N49c_41B5CUcnwl L01 hHxfSFHvnkSlyvuLM 7-0-0 7-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.15 4-7 >547 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.07 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=359/0-4-0, 4=61/Mechanical Max Horz 2=154(LC 8) Max Uplift3=-154(LC 8), 2= 286(LC 8) Max Grav3=142(LC 1), 2=359(LC 1), 4=101(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15.3 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh 13=45ft L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 3 and 286 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design into the overall building design. Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098582 73492 J11 JACK 2 1 Job Reference o tional cnamoers truss, inc., ron rierce, rL 1.b4U s Apr lU ZU1t5 mi I eK inousines, ine. I nu JUI Zl 1U;U1:uV ZUl b rage 1 I D:iW w7LcVgVgn94elyg POlzjzB?zA-oz7yeQbErTvulmcpznS8iVx2LE71TIyygbldNQyvuLO 1-0-0 1-0-0 2 3x4 = 1 1-0-0 Scale = 1:5.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) -0.00 3 >999 360 MT20 244/190 TCDL 7,0 Plate Metal DOL 0.90 BC 0.01 Vert(TL) -0.00 3 >999 240 BCLL 0.0 ' Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Rep Stress Incr YES (Matrix-M) Weight: 3 lb FT = 20% Code FBC2014fFP12007 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 1=Mechanical. (lb) - Max Grav All reactions 250 lb or less at joint(s) 2, 2, 2, 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098583 73492 J31 JACK 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Jul 21 10:01:09 2016 Page 1 I D:i Ww7LcVgVgng4elyg POlzjzB?zA-oz7yeQbErTvulmcpznSBiVx1 dE6gTlyygbl dNQyvuLO 3-0-0 3-0-0 3x4 = Scale = 1:8.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=118/0-8-0, 2=59/Mechanical, 3=35/Mechanical Max Horz 1=52(LC 8) Max Upliftl=-73(LC 8), 2— 60(LC 8), 3=11(LC 8) Max Grav1=118(LC 1), 2=59(LC 1), 3=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 1, 60 lb uplift at joint 2 and 11 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098584 73492 J51 JACK 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5-0-0 3X4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 21 10:01:10 2016 Page 1 1 D:iWw7LcVgVgn94elygPOlzjzB?zA-H9hKrmcscn 11NwA?XUzN Ej U8aePSCCC52F2BvsyvuLN Scale = 1:11.5 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.02 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.05 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=211/0-8-0, 2=99/Mechanical, 3=49/Mechanical Max Harz 1=89(LC 8) Max Upliftl=-133(LC 8), 2=-106(LC 8), 3=-6(LC 8) Max Gravl=211(LC 1), 2=99(LC 1), 3=74(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 1, 106 lb uplift at joint 2 and 6 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MoTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098585 73492 J71 JACK 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7-0-0 3x4 = 7.640 s Apr 19 2016 MiTek industries, Inc. Thu Jul 21 10:01:11 2016 Page 1 I D:iWw7LcVgVgn94elygPOlzjzB7zA-IMFi36dUN49c_41B5C Ucnwl Lxl h7xfSFHvnkSlyvuLM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.05 3-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.16 3-6 >528 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.08 3-6 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=302/0-8-0, 2=143/Mechanical, 3=62/Mechanical Max Harz 1=126(LC 8) Max Upliftl=-192(LC 8), 2=-156(LC 8) Max Grav1=302(LC 1), 2=143(LC 1), 3=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:14.3 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 156 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 rev. 1010312015 BEFORE USE. wit Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component East 6904 ParkeEast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type Oty Ply T9098586 73492 K.19 MONO TRUSS 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Thu Jul 21 10:01:12 2016 Page 1 I D:i Ww7LcVgVgn94elyg POlzjzB?zA-DYo4GRd670HTCEKNev?rJ8ZXrR5Hg 1 dO W ZXH_kyvuLL -1-5-0 5-5-4 9-10-1 1-5-0 5-5-4 4-4-12 Scale = 1:21.1 LXJ II 5-5-4 9-10-1 5-5-4 4-4-12 Plate Offsets (X,Y)-- (2:0-5-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.05 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.08 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=112/Mechanical, 2=428/0-5-11, 5=269/Mechanical Max Horz2=159(LC 4) Max Uplift4=-122(LC 4), 2=-418(LC 4), 5=-169(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-880/581, 3-11=-849/595 BOT CHORD 2-13=-662/847, 7-13=-662/847, 7-14=-662/847, 6-14= 662/847 WEBS 3-6=-880/688 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 4, 418 lb uplift at joint 2 and 169 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 lb down and 73 lb up at 4-4-0, 26 lb down and 73 lb up at 4-4-0, and 21 lb down and 118 lb up at 7-1-15, and 21 lb down and 118 lb up at 7-1-15 on top chord, and 34 lb up at 1-6-1, 34 lb up at 1-6-1, 3 lb down and 34 lb up at 4-4-0, 3 lb down and 34 lb up at 4-4-0, and 19 lb down and 31 lb up at 7-1-15, and 19 lb down and 31 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 10=30(F=15, B=15) 11=41(F=20, B=20) 12=-42(F=-21, B_ 21) 13_ 6(F_ 3, B= 3) 14=-38(F=-19, B= l9) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,7II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and To prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T9098587 73492 KJB MOND TRUSS 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi-Fek Industries, Inc. Thu Jul 21 10:01:12 2016 Page 1 ID:iWw7LcVgVgn94elygPOlzjzB?zA-DYo4GRd670HTcEKNev?rJ8ZXnR4Ag1 MOWZXH_kyvuLL 5-5-4 9-10-1 5-5-4 4-4-12 Scale = 1:16.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.08 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 37lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=360/0-11-5, 3=112/Mechanical, 4=280/Mechanical Max Horz 1=131(LC 4) Max Upliftl=-275(LC 4), 3=-122(LC 4), 4=-181(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-920/630, 2-10=-892/643 BOT CHORD 1-12=-711/891, 6-12= 711/891, 6-13=-711/891, 5-13=-711/891 WEBS 2-5=-925/738 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 1, 122 lb uplift at joint 3 and 181 lb uplift at joint 4. 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) 22 lb down and 78 lb up at 4-4-0, 26 lb down and 73 lb up at 4-4-0, and 23 lb down and 120 lb up at 7-1-15, and 21 lb down and 118 lb up at 7-1-15 on top chord, and 11 lb up at 1-6-1, 34 lb up at 1-6-1, 6 lb down and 38 lb up at 4-4-0, 3 lb down and 34 lb up at 4-4-0, and 21 lb down and 33 lb up at 7-1-15, and 19 Ib down and 31 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-7=-20 Concentrated Loads (lb) Vert: 9=21(F=15, B=6) 10=38(F=20, B=18) 11=-44(F=-21, B=-23) 12=-9(F=-3, B=-6) 13=-40(F=-19, B= 21) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1TekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098588 73492 T3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I ek Industries, Inc. I hu Jul 21 10:01:13 2016 Vage 1 I D:i Ww7LcVgVgn94elygPOlzjzB?zA-hkMSUnekuiPKEOvaCcX4sL6hcrOCPXxYkDGrW ByvuLK 5-5-1 9-0-0 12-0-0 15.6-15 21-0-0 22-0-0 1-0-0 5-5-1 3-6-15 3-0-0 3-0-15 5-5-1 Scale = 1:38.4 4x4 = 4x12 = 3.38 F12 3x4 = 3x8 = 3x6 = 3x4 = 3x4 = 9-0-0 12.0-0 21-0-0 9-0-0 3-0-0 9-0-0 Plate Offsets (X Y)-- f2:0-4-0,Edgel, r5:0-6-0,0-1-131, r7:0-4-0,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) -0.11 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.30 9-17 >845 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.13 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.15 9-11 >999 240 Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=831/0-8-0, 7=831/0-8-0 Max Horz 2=62(LC 7) Max Uplift2= 623(LC 8), 7=-623(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1882/1379, 3-4=-1534/1077, 4-5=-1461/1072, 5-6=-1533/1077, 6-7=-1882/1379 BOT CHORD 2-11= 1234/1781, 10-11=-879/1460, 9-10=-879/1460, 7-9=-1234/1781 WEBS 3-11=-370/386, 4-11=-103/257, 5-9= 103/257, 6-9— 370/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 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 623 lb uplift at joint 2 and 623 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inks systems, seeANSI/TPI1 QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T9098589 73492 T4 COMMON 15 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi Tek Industries, Inc. Thu Jul 21 10:01:13 2016 Page 1 I D:iW w7LcVgVgn94elyg POlzjzB?zA-hkMSUnekuiPKEOvaCcX4sL6hVrMGPVnYkDGrWByvuLK -1-0-0 5-9-6 10-6-0 15-2-10 21-0-0 22-0-0 , 1-0-0 5-9-6 4-8-10 4-8-10 5-9-6 1-0-0 Scale = 1:37.8 4x4 = EtT7lG7 3x4 = 5x14 = 3x5 = LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.16 8-14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.45 8-14 >563 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/-FP12007 (Matrix-M) Wind(LL) 0.15 8 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=829/0-8-0, 6=833/0-8-0 Max Horz2=71(LC 7) Max Uplift2=-624(LC 8), 6= 623(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1880/1382, 3-4=-1452/994, 4-5=-1368/951, 5-6=-1852/1386 BOT CHORD 2-8=-1236/1779, 6-8=-1239/1753 WEBS 4-8=-249/506, 5-8= 525/525, 3-8=473/488 PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45fh L=24ft; eave=4fh Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 lb uplift at joint 2 and 623 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �w��" Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iey�l� MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage. delivery, erection and bracing of trusses and inns systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098590 73492 V9 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x6 = 3.38 12 7.640 s Apr 19 2016 MI I eK Industries, Inc. I nu Jul 21 1 U:U1:lb "LU7 6 Page 1 I D: iWw7LcVgVgn94elygPOlzjzB?zA-d7UDuTg?QJf2Th3yK1 ZYxmBOtfzgtTRrCXIyb3yvuLl 9-2-0 4-7-0 3x4 % 3x4 zz Scale = 1:17.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) Na n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 25lb 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 9-9-0 oc bracing. REACTIONS. (lb/size) 1=261/9-2-0, 3=261/9-2-0 Max Horz 1=22(LC 7) Max Upliftl=-179(LC 8), 3=-179(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-442/384, 2-3= 442/384 BOT CHORD 1-3=-335/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 179 lb uplift at joint 1 and 179 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Md%k" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T9098591 73492 V13 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6- 3.38 12 4x5 = 7.640 s Apn a 2016 Mn ek inausmes, Inc. Thu Jul 21 10:01: r4 2016 Page I I D:i Ww7LcVgVgn94elygPOlzjzB?zA-9xwrh7fNf?XBfYUmmK2J PZfml FjvB?IhztOO2dyvuLJ Scale = 1:21.3 3x4 % 5 4 3x4 3x6 = 2x3 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=172/13-2-0, 3=172/13-2-0, 4=474/13-2-0 Max Horz1=-34(LC 6) Max Upliftl=-128(LC 8), 3=-128(LC 8), 4=-304(LC 8) Max Grav1=179(LC 17), 3=179(LC 18), 4=474(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4— 316/314 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 128 lb uplift at joint 1, 128 lb uplift at joint 3 and 304 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek� connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �" a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T9098592 73492 V17 GABLE 1 1 Job Reference (optional) Chamber. bass, el0., FW F;e ., rL 1— 6 PF a mav,,00. ...... ..... ..... �, ,.,.,,,.,� �.. ,., , ..y= , ID:iWw7LcVgVgn94elygPOlzjzB?zA-9xwrh7fNf?XBrZimW JPZfkTFcG87hhzt002dyvuLJ 7-7-8 9-6.8 17-2-0 7-7-8 1-11-o 7-7-8 Scale = 1:28.2 3x6 = 2x3 3x6 = 3.38 12 3 2 4 N N 3x4 % 7 6 3x4 3x6 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1ldefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 `Except` 2-4: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=288/17-2-0, 5=288/17-2-0, 6=539/17-2-0 Max Harz 1=-41(LC 6) Max Upliftl=-229(LC 8), 5=-229(LC 8), 6=-304(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-293/300, 2-3=-247/342, 3-4=-247/342, 4-5=-293/300 WEBS 3-6=335/328 PLATES GRIP MT20 244/190 Weight: 51 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45fh L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 1, 229 lb uplift at joint 5 and 304 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and'properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'f/lay For 4 x 2 orientation, locate plates 0-1ha' 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. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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 ff-in-sixteenths (Drawings not to scale) 2 3 TOP 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 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved =M W1,gp MiTek � MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, 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 joint and embed fully. Knots and wane atjoint locations 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 fr. 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 Quality Criteria. ®=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. ..SPAGING NOTE ALL TRUSSES ARE TO BE SET ilil 2'-0: ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SITTING. REFER TO ENGINEERING DRAWING TO DETERMINE �'IF MUI LTIPLE PLY. s, DO 'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less & 30' to 60' Span A& 6o degrees Sprealler Bar or less 1 /2 APProx 2/3 to Tog Line span approx. Line 1/2 of Span REFER TO BCSI REFER TO BCSI 'Truss must be set this way if crone used. Truss must be set this way if crone used. Truss is an example. your truss may not match. This is an example, truss may not match. ¢sist crone operator sets truss this way. Insist crane operator sets truss this way. AIR HAfVL7IL­ FEE f--Z fVGT1E= UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. I HI Y �U U Ir wAt OKJ Noz UO N I I I 24" O.C. THRU I I CORNERJACKS ONLY A' 24" 1, 16 7. CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY P CARRIER LOCATED AS DIMENSIONED ON LAYOUT CORNER JACKS ARE NOT BEVELED. SEE STANDARD ENGINEERING. INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 12'-4" ABOVE FINISHED FLOOR AL Do not stand on trusses until they are braced per BCSI &properly nailed to straps &hangers upset=1/4" heel=3 7/8" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 12'-4" TYPICAL END DETAIL cgNs�.,.ccq trusses r1. i ' uR �r �e-� SEAT PLATES BY CHAMBERS FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED &RETURNED � The lapel description of the property where the trusses will be Installed Is; - I ' 7ha undarslgnatl acknowledges and agrees: 1: Tnissee. will be made In strict accordance with this truss placement diagram layou , which is the sole atrthotity for determining successful fabrication of the trusses. 2.AII dimensions In this layout have been vedAed by the underslenad. .S. Unless written notice Is provided by certified mall to Chambers Truss within ten (10 days of delivery the undersigned agrees that no beckchargas will be allowed. -In the oven such written notice Is fum)ehed Chambers Tmae shell have three (3) business days In whicl to begin repairs required, or to substitute other6usses, at Chambers op n: 4. The undersigned acknowledges receipt of'SCSI 1-03' summary sheet by 7P1 & WiCA. '6. Delivery 4a to Job site. It In the buyers'reaponelbllity to make the Job site suitable fo delivery, Chambers Truss has the sole authority to determine the suitability of the Job alto oY portion of the Job she for delivery. Chsmbars Truss will be responsible for dump delivery Dory. The boyar Is responsible for additional delivery expanses if Chambers Trues has to redellvet because Job she Is riot prepared for delivery or buyer Is not prepared for delivery of Buyer G responsible to Chambers Trues for towing mats duo to she mntlltbna. S. Puce as shown iq paragraph 7 below N subject to change h any changes are, made I Uda, layout. A S50 per hour fee for revisions maybe charged by Chambers Truss. ' . ,7: 1'hls-Is a PURCHASE ORDER to Chambers, Truss of the sum agreed to, or h no; agreement a reasonable prim. Invoice will be made on delivery and paid within terms of net 'bn delivery. Invoice may, be made at scheduled date bt delivery B buyer cannot acceptl deUvery of fabrlceted trusses. The undersigned agrees to pay Chambam.TNas reasonebl8 ahomey's fee for collections In event of payment not Umaty made. 1-1/2 Yq per month servjcal cha'rpe will be added for all soma not paid within terms. . 8. signature or Initials anywhere on this sheet mnsUtutes agreement to all terms herein. p;'In txxtaldareUon of Chambers Truss extending credit for this material the underelgne unconditionally guarantees payment when due of any and all Indebtedness owed t Chambers Truss by any entity receiving malarial and the undersigned agrees to pay su Indebtedness Including attomays fees, it default to payment for mate el be made by th recipient. 'te. In the event of any UUgatJon concerning this agreement, the Items furnished haraunda; or payments referred to herein, the. parties spree that the sots venue for any such salon will be Saint 6e01e County, Florida. 11. Design responsibilities are per "National Standard And Retommanded Guidelines On Rasponslbllltles For Construction Using Motel Plata Cogneded Wood Trusses ANSI/fPIANTCA4-2aDY"' . DATED ^,v. ,SIGNED ' FOR ;.pa{xeadarbarmaybere" per'BCSI1-03"to prevefdtfytlry&tiarrrage, '. Multiple ply foresee must be fastened together per engineering before they are set, failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save life and property and Is the responalb111ty of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. .Ttirssasmustbesetandbraced pordes►8ntoprevarttWurYErdarrta9a- • Trusses must be set plumb and square Do nof'set bunks or stack of plywood, roofing material or any other.t:o'ileentreted loads on trusses, this can cause collapse. .. � DO'NOT SET TRUSSES US1111G THIS LAYOUT •''USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC ' 3105 Oleander Avenue Fort PlertSe; Florida 34982-6423 800-551-5932 . - Fort Pierce 772.485.2012 Fax 772.484-8711 Vero Beach 772.589-2012 Stuart 772-286-3302 ' WO We- ir 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department SAINT LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisting Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 4.2 Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 Wind Speed 160mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 15'-0" Building Type ENCLOSED Building Category II -.Non Restrictive Exposure Category D Barrier Island No Conforms to FBC 2014 1 \. V.L.-1\GJLI GII1111 1./GOU LVOU V.U.�VVIIl111UVUJ �IGUII Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: 73492 Scale: 1 /4 = 1' 79 total trusses, 19 different trusses. MI 4: RAC ACAD: RAC Reviewed By: Date:05/31/16 Revised:07/21/16 FOR EAST SIDE BUILDERS DESCRIPTION: RUSKOSKY PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 73492 1 6 r