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HomeMy WebLinkAboutTrussA=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 5PAGING 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 IF MULTIPLE PLY. _i n DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. _ CONSULT BCSI 30' Span or less & 30' to 60" Span 0 degrees Spreader Bar or less 1 2 i span approx. Tg Line REFER TO BCSI Truss must be set this way if crane used. Truss is an example, your truss may not match. isist crane operator sets truss this way. 11 ag �, Approx 2/3 to Line 1/2 of Span REFER TO BCSI use 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 ,A are installed. A AIR HANDLER Na�T"E 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. U REPRESENTS A HANGER For Truss to Truss Connections see hanger/connector schedule in engineering package. INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 9'-0" ABOVE FINISHED FLOOR INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 14'-11" ABOVE FINISHED FLOOR INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 18'-5" ABOVE FINISHED FLOOR INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER ATA HEIGHT OF 20'-1' ABOVE FINISHED FLOOR Carrying Girder 7 Nails must be as shown. Guide tabs 0 Dome angle nails. Do not stand on trusses until they are braced per BCSI & FLOOR TRUSS NOTES 1. Do not load floor trusses with construction loads such as concrete blocks. 2. Do not install floor trusses upside down, refer to engineering sheets. 3. Install strongbacks per drawing to improve floor truss performance. 4. Apply rigid drywall ceiling directly to bottom chords of floor trusses, or brace with 2x4 lateral & diagonal bracing spaced per engineering. 5. Chases are shown with dotted lines and may also be placed in other trusses. Chases must be centered between bearing points, & are not in girder trusses. 6. Review this document to insure mechanicals can pass through floor trusses. Recommended STRONGBACK for Floor Trusses Refer to information on truss engineering drawings. (2) 16d nails @ top & bottom of 2x4 �. vertical block. W�rO 2x6 (MIN) STRONGBACK restrained at each end. Secure w/(3)16d nails @ each vertical. Locate STRONGBACK as close to bottom cord as possible. STRONGBACKS are recommended to MINIMIZE VIBRATION HANGER SCHEDULE Use HU52G for 2x4. 5UH4G for 4x2 FX(-.FPT oc, CHr)WM carried truss carrying truss han er ID g fasteners for carried truss fasteners for carrvinq truss GIRD GRA HUS26 16d 1Dd x 1 1/2" DA GRD * HUS26 16d 10d x 1 1/2" review Engineering package, for general instructions on installing hangers. 10d=0.148" x 3" 16d=0.162" x 3 1 /2" 10d=0.148" x 1 1 /2" -------- - - - - -- r 2x6 Bot. Chord L51�= 718„ , I LOCATION OF HANGER AT "GRD" r � r ... -------------------------- "A" I "r_Rn^ II SECTION "A-A11 properly nailed to straps & hangers HUS26 FLOOR TRUSS PERFORMANCE CHART TRUSS ID LENGTH SPAN DEPTH MAX /D LESS FLA 28- 0- 0 27- 8- 8 2- 1- 0 18 13.3 FLAA 28- 0- 0 27- 8- 8 2- 1- 0 18 13.3 FLB 28- 0- 0 27- 8-12 2- 1- 0 18 13.4 GFA 9-7-1 9-7-1 2-9-8 18 3.5 GFB 9-7-0 9-7-0 2- 9- 8 18 3.5 GFC 1 9-7-0 9-7-0 2-9-8-1 18 3.5 This chart has been included as a tool to help evaluate floor performance. Floor truss performance is not a safety issue. Bounce and deflection that is acceptable in one building may not be in another. S/D= SPAN to DEPTH RATIO, shown as a number & graph line. MAX=Maximum S/D recommended. The higher the S/D and the longer the graph the bouncier the floor will be. The way to improve performance is for the building designer to reduce the truss span and/or increase truss depth. Refer to FLOOR PERFORMANCE / REDUCING VIBRATION, attached. 12 upset=11/4" heel=3 718" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 18'-5" END DETAIL: A �4'-11" upset=11/4" heel=4 3/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 14'-11" END DETAIL: B 12 2x LEDGER BY OTHERS (TYP.) END DETAIL: C END DE. B A 5 L LL m LL m LL -- m LL - - - m LL - -- m LL -- CO LL -- m J -- m J - - - m J - -- min LL -- U. -- m LL -- m LL ----- m LL m J LL L LL GFA GFB GFC 3' 9' 831 3' RW 2x LEDGER BY OTHERS —�- U 1 0 U U Uil U J U U U U C)U U 01 r 32' FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED 8 RETURNED The legal description of the property where the trusses will be Installed is; The undersigned acknowledges and agrees; 1. Trusses will be made In strict accordance with this Vuss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses.2. All ve been verified 3. Unlesslensions writtenlnotice ilayout Provided by certified mail etile uChamba Truss within an (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such wrltten notice is fijed, or to Chambers Tetras shall have three (3) bu ness days in which to begin repairs required, or to substitute other trusses, at Chambers option. 4- The undersigned acknowledges receipt of "BCSI 1-03"summary sheet by 7PI & WTCA. deliPortion of them b rs site russ for deli Is to job site s thetsole ahe uthority to datertn ne the sultab8 i of the Job sis site sul te of ale r portion of the job site for delivery. Chambers Tru$s will be responsible for dump delivery only. The buyer Is responsible for additional delivery expenses if Chambers Truss has alive redeliver because Job site Is not prepared for delivery or buyer le not prepared for delivery oft russes. Buyer Is responsible to Chambers Truss for towing costs due to site co f or. else. 8. Price as shown in paragraph 7 below is subject to change If any changes are made In this layout. A SM per hour fee for revisions may be charged n Chambers Trees. 7. This Is r PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorney's fee for collections In event of payment not timely made. 1-12 % per month service charge will be added for all sums not paid within terms. 8. Signature eement to al terms herein. 9. nconsideration'aof Chambers Truss ending tcredit fls anhere on this sheet consitutes orrthis mat hall the undersigned unoondigonally guarantees payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Including atto recipient. rneys fees, if default in payment for material be made by the _ 10. In the event of any gation ng ement e items furnished or payments referred to herein, n, the parties lagree ethat the sole v venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per -National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSI/TPIIWTCA 4-201 _ DATED SIGNED - - �- FOR TIT c � ---' A maybe 4l...... r"BCSI1-03 7dn Multiple plytrusses must be fastened togethineeringeforetheyareset;failure to do so can resuollapse.Temporary and permanent bracing are requiresave life and property and Is the responsibility of tector.Studythecontents of the information packet Idelivery before setting trusses. Trusses mustbesetand braced perdesign m Prevent hJury8 damage, Trusses must be set plumb and square Do not set bunks or stack of plywood, rooting material or any other concentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772-465-2012 Fax 772-465-8711 Vero Beach 772569-2012 Stuart 772-2863302 Web Site: CHAMBERSTRUSS.COM Frnail• MAII 1ACHAMRFRSTRIIRS.COM 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department City of PORT ST LUCIE 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. Floor Top Chord Live 20 40 Top Chord Dead 7 4.2 7 Bottom Chord Live 10 Non -Concurrent 0 Bottom Chord Dead 10 3 5 TOTAL Load 37 7.2 52 Duration Factor 1.25 1 Wind Speed 165mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 22"Aw Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2010 R.D.L.=Restraining Dead Load C.B.=Continuous Bracina Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: 71909 Scale: 3/16 = 1' 77 total trusses, 15 different trusses. MI 4: RAC ACAD: RAC Reviewed By: Date: 05/29/14 FOR MAYHEW to DESCRIPTION: MAYHEW DETACHED GARAGE PAGE 1 Of 1 CUSTOMER INITIALS EACH PAGE PAUL WELCH INC. MECH-ELECT-CIVIL ENG 1994 BILTMORE ST. a 114 PAUL WELCH P F A RE34984 G NO 29945 4 t V I t—w 0M L_ j 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT 71909 JUL 032014 ® 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: 71909 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. f�"-Customer Info: Ken Mayhew Project Name: Detached Garage Model: Tampa, FL33610-4115 ,Lot/Block: Subdivision: Address: unknown City: Port 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: 52.0 psf This package includes 15 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. I Seal# Truss Name Date 1 IT6335469 I A 5/30/014 12 I T6335470 I C 1 5/30/014 13 I T6335471 I D 1 5/30/014 14 I T6335472 I DA 1 5/30/014 15 I T6335473 I FLA 1 5/30/014 1 16 I T6335474 I FLAA 1 5/30/014 17 I T6335475 J FLB 1 5/30/014 18 I T6335476 I G EA 1 5/30/014 19 I T6335477 I GFA 1 5/30/0141 110 I T6335478 I GFB 1 5/30/014 111 I T6335479 I GFC 1 5/30/014 112 I T6335480 I GRA 1 5/30/014 113 I T6335481 I GRD 1 5/30/014 14 IT6335482 I SG D 5/30/014 115 I T6335483 I V4 1 5/30/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters . provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin 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. `��.Op,QV I N :�� S••�GENSF•'���: 8182 =-o * C= 3 STATE OF :�/JJ 00 FL Cert. 6634 May 30,2014 Velez, Joaquin 1 of 1 Job I russ Truss Type aty Ply T6335469 71909 A COMMON 10 1 Job Reference (optional) unamDers I russ Inc., von coerce r•I. 349a'L 7.350 a Sep 27 2012 MITek IndusMes, Inc. Fri May 30 09:53:23 2014 Page 1 ID: KFrZRBiAGM3E5QG?D_rdQSzltLw-WQzf hxRKb3JOOFaz? Rkgw11 hQ2ft?BMB F?4RTpzBMQg 1-0 0 3-0.12 6-1-8 7-1-8 1-0-0 3-0.12 3-0-12 1-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.05 TCDL 7.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4SPNo.3 REACTIONS (lb/size) 2=240/0-1-8 (min. 0-1-8), 4=240/0-1-8 (min. 0-1-8) Max Horz2=-93(LC 6) Max Uplift2— 232(LC 8), 4=-232(LC 8) Max Grav2=281(LC 2), 4=281(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-95/271 Scale = 1:15.8 4x4 = 3x4 = DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 6 >999 360 MT20 244/190 Vert(TL) -0.01 6-12 >999 240 Horz(fL) 0.00 4 n/a n/a Weight: 25 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc p6dins. 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. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 at joint(s) 2, 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 2 and 232 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. LOAD CASE(S) Standard �`�,,,Qv I N %C' 1 VF °°11i .� OP.• i N 68182 T F : 1U • %. FL Cert. 6634 May 30,2014 © WARWKG - Verify design patmneters and READ NOTES ON THIS AND INCLUDED W7EKREFERENCE PAGE MI-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 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 MTek' 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 East Blvd. Safety Information available from Taus Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria VA 22314. its authem Pine (SP} lumber is specif ed, the design values are those effective O6/01/2013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty ply T6335470 71909 C MONO TRUSS 17 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri May 30 09:53:24 2014 Page 1 ID:KFrZRBiAGM3E5QG?D—rdQSzltLw-_d W 1 vHSyMM RseP99Y8G3TEapf R_kdLKTfq_?FzBMQf 2-9-0 TV 2-9.0 1 Scale: V=V 3x5 II 3x4 = Provide bearing connection(s) to resist horizontal reaction(s) shown. 3 2x3 II zs0 - T- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.21 Vert(LL) -0.00 6 n/r 180 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.01 6 n/r 90 BOLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 3=179/Mechanical, 2=0/Mechanical Max Horz3=288(LC 8), 2=-199(LC 8) Max Uplift3=-254(LC 8) Max Grav3=207(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 306/272 BOT CHORD 1-3=-224/324 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 20.0psf 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 254 lb uplift at joint 3. 6) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard G•ENSF.��'��� i N 68182 �• T OF FL Cert. 6634 May 30,2014 © WARMNG - Verify design parmneters and RFAD NOTES ON THIS AND INCLUDED ivBTEK REFERENCE PAGE b1T1-7473 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 responsibility of building designer -not truss designer. Bracing shown is forlateral support of individual web members only. Additional temporary bracing to insurestability during construction isthe responsibilllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. If southem tine (sP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4i 15 Job Truss Truss Type yply T6335471 71909 D SPECIAL 9 1 Job Reference (optional) puma , r m , rrnr Waite n. awaaz /.3bv S Jep z/ zulz MI I eK Inauslnes, Inc. Fn May 3U U9:W:24 ZU14 Page 1 I D:KFrZRBiAG M3E5QG?D_rdQ5zltLw-_dW 1 vHSyMMRseP99Y8G3TEamwRv_kPAKTfq_?FzBMOf 2 0 0 6.11-13 13-11-9 20.11-13 28-0.0 30-0-0 6-11-13 ' 6-11-13 7-0-3 7-0.3 2�-0-0 Scale = 1:54.4 6.00 rl2 4x6 i 3.00112 v I� 0 O 19 CO 3x6 i 6-11-13 i 14-3-8 20-11-13 28.0.0 6-11-13 7-3-11 6-8-5 7-0.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.39 11-12 >859 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.64 11-12 >521 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.26 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 124 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=974/0-3-8 (min. 0-1-8), 8=994/0-3-8 (min. 0-1-8) Max Horz2=263(LC 8) Max Upl-Ift2=-824(LC 8), 8=-850(LC 8) Max Grav2=1133(LC 2), 8=1155(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. WEBS 1 Row at midpt 3-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3295/2090, 3-4=-2251/1412, 4-5=-2167/1432, 5-6=-2101/1425, 6-7=-2147/1412, 7-8=-3027/1933 BOT CHORD 2-12= 1968/3144, 11-12=-1976/3151, 10-11=-1760/2898, 8-10= 1760/2898 WEBS 3-12=0/275, 3-11= 1153/802, 5-11=-622/1111, 7-11=-954/617 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 8=45ft; L=50ft; eave=6ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. 4y ` 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 Td between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) ,Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 2 and 850 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model Was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦♦�`%0C,U I N "VF ♦''ol .' \ G•E N S'-. i N 1 68182 � 7� • XT�'F .W FL Cert. 6634 May 30,2014 ® WARNING - Verify design Parametem and READ NOTES ON THIS AND INCLUDED WIEKREPERENCE PAGE mn1.7473 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. Ed' Applicability of design parameters and proper incorporation of component is responsibility of building designer -not taus 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabricailon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Ifs authem Pine (SP) lumber is specified, the design values are these effective 06/0112013 by ALSC Tama, FL 33610-4115 P Job Truss Truss TypeCity— 1 T6335472 71909 DA SPECIAL 4 1 Job Reference (optional) �namoem , russ inc., ron r,erce r,. 34vtsx 7.350 s Sep 27 2012 MITek Industries, Inc. Fn May 30 09:53:25 2014 Page 1 ID: KFrZRBiAGM3E5QG7D_rd05zltLw-Sp4P6dSa7gZIGZkL6snIOS7z9rIMTrCUiJZYXhzBMQe 4-2-7 11-2-10 18-2-13 20.2-13 4-2-7 7-0-3 7-0-3 2-0 0 6.00 12 5xx 2x3 11 3.00 12 4x5 !�- 3.00112 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.11 7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.20 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(rL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 9=562/Mechanical, 5=683/0-3-8 (min. 0-1-8) Max Horz9=-138(LC 8) Max Uplift9=-427(LC 8), 5=-604(LC 8) Max Grav9=650(LC 2), 5=797(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-744/455, 2-3=-664/441, 3-4=-714/428, 4-5=-1721/1038, 1-9= 615/406 BOT CHORD 7-8=-896/1636, 5-7=-896/1636 WEBS 2-8= 9/268, 4-8=-1037/713, 4-7=0/274, 1-8=-351/648 Scale = 1:37.0 PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0% Structural wood sheathing directly applied or 5-5-2 oc purlins, except end verticals. Rigid ceiling directly applied or 7-9-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B--45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 9 and 604 lb uplift at joint 5. 7) :Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,011111Mill 'r .�` Qv _1 N V. ♦♦♦ QP; •GENS4' i N 68182 7tC 9 T F : !L C? fill III FL Cert. 6634 May 30,2014 Q WARNING - Verify design pim ameteis and READ NOTES ONTHIS AND INCLUDED M EKREFERENCE PAGE b7II-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 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 erector. Additional bracing the is the the building designer. For MiTek° permanent of overall structure responsibility of 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 available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. Ifsauthem Pine (SP) lumberis specified, the design values are those effective Ofi/01,/2013 byALSC Tampa, FL 33610-4f 15 Job Truss Truss Type city ply T6335473 71909 FLA FLOOR 2 1 Job Reference (optional) •__ �-� _�_ • ��_�� r.00u s aep zr Zu ie mu eK mcumnes, inc. rn may su as:aa:Zn Zuiq rage i ID: KFrZRBiAGM3E5QG?D_rdQ5zltLw-w?enKzTDu_hatjJYgZIXYff4uFU ECL?dxzJ537zBMQd 4-7-8 8-9-3 8- 12 13-0 0 14-0-0 15-0-0 19-2-4 23-4-8 28-D-0 4-7-8 4.1-11 0 -9 4-2-4 1.0-0 1-0-0 4-2-4 4-2-4 4-7-8 14x12 = 2x3 II 3x10 = 2x3 11 2x3 II 3x8 = 3x10 = 2 3 4 5 6 7 Scale: 1/4'=1' 2x3 II 4x12 = 8 9 m R_ rn N 18 17 16 15 14 13 12 11 10 3x4 = 6x10 = 2x3 11 5x8 MT18HS WB = 3x5 = 2x3 11 6x10 = 3x4 = 3x5 = LOADING (psi) TCLL 40.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.55 BC 0.99 WB 0.82 (Matrix-M) DEFL in (loc) Vdefl Ud Vert(LL) -0.62 13-14 >540 480 Vert(TL) -0.89 13-14 >372 360 Horz(rL) 0.14 10 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 142 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc p6dins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-17,9-11: 2x4 SP M 30 2-2-0 oc bracing: 13-14. MiTek recommends that Stabilizers and required cross bracing Lie installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 18=1441/0-3-8 (min. 0-1-11), 10=1441/0-3-8 (min. 0-1-11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18= 1403/0, 1-2= 3076/0, 2-3=-3076/0, 3-4=-5540/0, 4-5=-5540/0, 5-6=-5540/01 6-7=-5540/0, 7-8= 3076/0, 8-9=-3076/0, 9-10= 1403/0 BOT CHORD 16-17=0/4828, 15-16=0/4828, 14-15=0/4828, 13-14=0/5540, 12-13=0/4828, 11-12=0/4828 WEBS 1-17=0/3217, 2-17=-416/0, 3-17= 1906/0, 3-14=-27/1186, 7-13= 27/1186, 7-11=-1906/0, 8-11=-416/0, 9-11=0/3217, 4-14=-277/0, 5-13=-277/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard QV l N00 N 68182 53 aT F /U • O'• w: fill III FL Cent. 6634 May 30,2014 Q WARM* - Verify design parameters and READ NOTES ON THIS AAID INCLUDED 11177EKREPERENCE PAGE 1717-7473 BEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual budding 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 erector. Additional bracing the Is the the MiTek" permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll (duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safey Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. itS�uthern Pine (SP) lumber is specified, the design values are those effective 06101/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City ply T6335474 71909 FLAA GABLE 2 1 Job Reference (optional) `����^�`•��� �"„ ^`••, . �.. �.c.oc .-.• •�+�o� r.JDa 5 —P Zr 4V 14 mil I eK maus[nes, mc. rn may JU uv;mi:eo zul4 rage l I D: KFrZRB iA G M3E5Q G?D_rdQ5zltLw-w?enKzTD u_hatjJ YgZ IXYftCIFj eCX2dxzJ537zBMQd 28-0-0 28-0-0 Scale= 1:46.8 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 m q N 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 5x6 = date clltsets (X,Y): 19:D-3-D,0-3-01,124:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 116 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-0-0. (lb) - Max Grav All reactions 250 lb or less at joint(s) 30, 16, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) All plates are 2x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��,11 1111111 �I111,I LOAD CASE(S) Standard wOP,QU I N N( 68182 T OF�• i��',ss' •.N ALES ;C� �. /11111111 FL Cert. 6634 May 30,2014 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EKREFERENCE PAGE b?II-7473 BEPORE 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 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 conshuction is the responsibillity of the erector. Additional bracing the is the the building designer. M iTek' permanent of overall structure responsibility of 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. Parkeass Blv Safety Information available from Taus Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22374. It Southern pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC . Tampa, 3 Job Truss Truss Type yly T6335475 71909 FLB FLOOR 15 1 Job Reference (optional) s truss inc., Fort Pierce Fi. 349BZ 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri May 30 09:53:27 2014 Page 1 ID: KFrZRBiAGM3E5QG?D_rdQ5zitLW-OBC9XJUrf HpRVitkEHpm5tCFbfgbmbn9d2ecazBMQc 4-7-8 8-9-12 13 0.0 14-0-015-0-0 19-3 7 23 6-13 28-0-0 4-7-8 4-2-4 4-2.4 1-0-0 1-0-0 4-3-7 4-3 6 4-5-3 6x8 = 2x3 11 3x10 = 2x3 11 2x3 11 3x6 = 3x10 = 4 5 6 7 2x3 11 Scale = 1:49.2 5x8 = 18 17 16 15 14 13 12 11 10 2x3 II 6x10 = Ol 5x8 WB= 3x5 = 2x3 II 3x5 = 6x10 = LOADING (psf) TCLL 40.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC20101TP12007 CSI TC 0.55 BC 0.97 WB 0.86 (Matrix-M) DEFL in (loc) Vdefl Ud Vert(LL) -0.59 13-14 >557 480 Vert(TL) -0.86 13-14 >384 360 Horz(rL) -0.02 10 n/a n/a PLATES GRIP MT20 244/196 Weight: 140 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-17,9-11: 2x4 SP M 30 2-2-0 oc bracing: 13-14. OTHERS 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) 10=1426/0-3-8 (min. 0-1-11), 1=1426/0-3-8 (min. 0-1-11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2898/0, 2-3=-2898/0, 3-4=-5426/014-5= 5426/0, 5-6=-5426/0, 6-7=-5426/0, 7-8= 2939/0, 8-9=-2939/0, 9-10=-1391/0 BOT CHORD 16-17=0/4662, 15-16=0/4662, 14-15=0/4662, 13-14=0/5426, 12-13=0/4732, 11-12=0/4732 WEBS 1-17=0/3152, 2-17=-439/013-17=-1919/0, 3-14=0/1214, 7-13= 33/1165, 7-11=-1945/0, 8-11=-420/0, 9-11=0/3117, 4-14=-286/0, 5-13= 272/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) The solid section of the plate is required to be placed over the splice line at joint(s) 15. 3) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. %0 001 N 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o,% p.Q• ...... F� °i° 5) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be �� O G E • • • • �� -attached to walls at their outer ends or restrained by other means. ee .•• �,� S�`•• ? �i 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. i N 68182 LOAD CASE(S) Standard '�. T OF 001 �N nnilll► FL Cert. 6634 May 30,2014 0 WARWATG - Verify design parmneters and READ N07ES ONTHIS AND INCLUDED 1U7EKJZEFERENCE PAGE bB1-7473 BEFORE USE. " Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual bolding 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 Additional bracing the is the MiTek* erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Ifs outhern Pine (SP) lumber is specified, the design values are timse effective 06/01/2013 by ALSO Tama FL 33610-4115 P Job Truss Truss Type City Fly T6335476 71909 GEA COMMON 2 1 Job Reference (optional) unamoers , ruse inc., Fon Fierce N. U4aar 7.350 is Sep 27 2012 MTek Indusines, Inc. Fri May 30 09:53:28 2014 Page 1 ID:KFrZRBiAGM3E5QG?D_rdQ5zitLW-sOmXkfVTPbxl71 Swn_K?d4lY93M2gRbwOHoCBOzBMQb 1-0 0 3-0.12 6-1-8 1-0.0 3-0.12 3-0-12 4x4 = 3x4 = Scale = 1:15.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 6-12 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.04 Horz(fL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 25 lb FT = 0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 2=240/0-1-8 (min. 0-1-8), 4=240/0-1-8 (min. 0-1-8) Max Horz2=-93(LC 6) Max Upl'Ift2=-232(LC 8), 4= 232(LC 8) Max Grav2=281(LC 2), 4=281(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-95/271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=50ft; eave=6ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 at joint(s) 2, 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 2 and 232 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. LOAD CASE(S) Standard N 68182 T 'O F % � N A1.E�C? � 11JI11 11 FL Cert. 6634 May 30,2014 Q WARNING - Verify design parameters and READ NOTES ON7711S AND INCL UDED MIT PSREPEREINCE PAGE 161-7473 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 responsibility of building designer - not truss designer. Bracing shown �a is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Additional bracing the is the M iTek' erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI1rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefy Informal n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values;fre those effective 0�6/01/2019 by ALSO Tama FL 33610-4i 15 P Job Truss Truss Type Qty Ply T6335477 71909 GFA FLOOR 1 2 Job Reference (optional) unamoers I russ Inc., I -on Pierce r-I. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri May 30 09:53:28 2014 Page 1 ID:KFrZRBiAGM3E50G?D_fdQ5ZItLW-sOmXkfVTPbxl71 Swn_K?d41JM3H4glJwOHoC80zBMQb i 3-2-7 6-6-9 9-9-0 3-2-7 3.4-3 3-2-7 Scale = 1:18.6 3x4 11 3x10 = 30 11 1 7x8 = 9 2 10 3 11 4 5x8 MT18HS I I 5x8 MT18HS= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.03 6-7 >999 480 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.08 6-7 >999 360 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 130 lb FT = 0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7: 2x4 SP M 30 REACTIONS (lb/size) 8=5322/0-4-8 (min. 0-3-2), 5=6687/0-4-8 (min. 0-3-15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-5243/0, 1-9= 5098/0, 2-9= 5098/0, 2-10=-5098/0, 3-10=-5098/0, 4-5=-3520/0 BOT CHORD 6-7=0/4003, 5-6=0/4003 WEBS 1-7=0/6334, 2-7=-4771/0, 3-7=0/1351, 3-5= 5036/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-72, 5-8=-10 Concentrated Loads (lb) Vert: 4=-3198 2=-3198 9=-2175 10= 133211=-1332 I N' -EV F< �� ♦♦ i NS�.F� a, i N 68182 * r � T F .00 FL Cert. 6634 May 30,2014 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1UT KREFERENCE PAGE WI.7473 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. 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 Additional bracing the is the MiTek` erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. if Southern Pine [SP) lumber is specified, the design values are those effective 06/03/2013 by ALSC Tampa, FL 33610.4t 15 Job Truss Truss Typ Qty Ply T6335478 71909 GFB FLOOR 1 2 Job Reference (optional) unamoers i russ inc., Ton Tierce FI. 349a2 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri May 30 09:53:29 2014 Page 1 ID:KFrZRBiAGM3E5QG?D_rdQ5zltLw-KaKwytV5Au39kA17LhrEAIHY PSct Pi F4dxxlgSzBMQa 3.2-7 6.6-9 9-9-0 3-2-7 3-4-3 3-2-7 Scale = 1:18.6 3x6 11 4x8 = US 11 1 10xio = 9 2 10 3 11 12 4 5x8 MT18HS II 5x8 MT18HS= ' --- - -- 3-2-7 3-4-3 13-2-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40:0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.05 6-7 >999 480 MT20 244/196 TCDL 7.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.08 6-7 >999 360 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.79 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 142 lb FT = 0% LUMBER BRACING TOP CHORD 2x8 SP 240OF 2.0E TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-7: 2x4 SP M 30 REACTIONS (lb/size) 8=5520/0-4-8 (min. 0-3-4), 5=5814/0-4-8 (min. 0-3-7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-5463/0, 1-9=-5028/0, 2-9=-5028/0, 2-10=-5028/0, 3-10=-5028/0, 4-5= 1938/0 BOT CHORD 6-7=0/505115-6=0/5051 WEBS 1-7=0/6229, 2-7=-3775/0, 3-5=-6258/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-72, 5-8=-10 Concentrated Loads (lb) Vert: 2=-2112 9=-2112 10=-2112 11=-2112 12=-2112 .%J ? J001 N N 68182 T OF �/•' FL Cert. 6634 May 30,2014 Q WARNING - Verify design parameters and READ NOTES ONTHIS ANI) INCLUDED WTEKREFERENCE PAGE AYU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters showa and is for an individual building component. Wit 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 erector. Additional bracing the Is the the building designer. For MiTek permanent of overall structure responsibility of general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If Southern Pine (SP} lumber is specified, the design values are those effective OS/01/'2013 by ALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty y T6335479 71909 GFC FLOOR 1 2 Job Reference o tional unamuers I russ Inc., I-ort Pierce 1-1. 349B2 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri May 30 09:53:29 2014 Page 1 ID:KFrZRBiAGM3E5QG7D_rdQ5zltLw-KaKW.V5Au39kA17LhrEA1HW1SchPi 4dxXIgSzBMQa r 3-2-7 , 6.6.9 9-9-0 3-2-7 3-4-3 3-2-7 Scale= 1:18.6 2x3 11 4x10 = 3x4 11 1 7x8 = 5x8 MT18HS II V^ V^V 5x8 MT18HS= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.03 6-7 >999 480 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.09 6-7 >999 360 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(rL) 0.03 5 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix-M) Weight: 130 lb FT = 0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7: 2x4 SP M 30 REACTIONS (lb/size) 8=6623/0-4-8 (min. 0-3-15), 5=5386/0-4-8 (min. 0-3-3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-6576/0, 1-9=-3946/0, 2-9=-3946/0, 2-10= 3946/0, 3-10=-3946/0, 4-5=-1371/0 BOT CHORD 6-7=0/5100, 5-6=0/5100 WEBS 1-7=0/4955, 2-7=-2220/0, 3-7= 1423/0, 3-5=-6346/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. ,+ 111/1111 f /� ,' 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� LOIN VF �I 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,, OP`• • �� /, WAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 N 68182 Uniform Loads (plf) Vert: 1-4=-72, 5-8— 10 Concentrated Loads (lb) Vert: 1= 3198 3=-3198 9=-1332 10=-1332 11� 2175 T F :•I(/ lo ,•,joss,, �� N A� E�C7 �. 111 FL Cert. 6634 May 30,2014 Q WARMNG - Verify design parameters and READ NOTES ONTXIS AND INCLUDED M IEKREPERENCE PAGE )61-7473 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. 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 Additional bracing the is the the building MiTek" erector. permanent of overall structure responsibility of 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. Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. scmTampa, m Pine (SP) lumber is specified, the design values am those effective 06/01/2013 by ALSC FL 33610.4i 15 Job Truss Truss Type Qty ply T6335480 71909 GRA SPECIAL 4 1 Job Reference (optional) chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri May 30 09:53:30 2014 Page 1 ID:KFrZRBiAGM3E5QG?D_rdQ5zitLW-om ul9LWjxCBOMKcJVPNTjVgkZsww8AxDsbHJ DvzBMQZ 4-9-13 9-7-11 13-11-9 18-7-12 23-3-14 28 0 0 30-0 0 4-9-13 4-9-13 4-3.15 4-8-2 4-8-2 4.8-2 2-0-0 3.00112 3x10 II 5x6 i 3.00112 6.00 12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.45 12-13 >747 360 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(Q -0.75 12-13 >447 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(FL) 0.31 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 1-3: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E 'Except' BOT CHORD 8-12: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 *Except* 1-14,2-13,4-12: 2x4 SP M 30 REACTIONS (Ib/size) 15=2157/0-3-8 (min. 0-2-0), 8=1454/0-3-8 (min. 0-1-8) Max Horz15=-126(LC 8) Max Upliftl5= 1451(LC 8), 8=-1087(LC 8) Max Grav 15=2498(LC 2), 8=1690(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-2459/1429, 1-19=-2942/1648, 19-20=-2942/1648, 2-20=-2942/1648, 2-21=-6282/3354, 21-22=-6277/3353, 22-23=-6273/3351, 3-23=-6269/3349, 3-4=-4299/2367, 4-5=-4212/2345, 5-6=-4769/2682, 6-7=-4784/2675, 7-8=-4865/2722 BOT CHORD 13-14=- 1 562/3025,12-13= 3385/6566, 11-12=-2447/4627, 10-11= 2534/4677, 8-10— 2534/4677 WEBS 1-14= 2062/3682, 2-14=-2795/1659, 2-13=-1912/3747, 3-13=-1682/1088, 3-12=-2683/1433, 4-12= 1400/2696, 5-12= 673/464 Scale = 1:54.5 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 168 lb FT = 0% Structural wood sheathing directly applied or 2-4-6 oc pudins, except end verticals. Rigid ceiling directly applied or 4-9-15 oc bracing. 1 Row at midpt 1-15, 3-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 15 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1451 lb uplift at joint 15 and 1087 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 266 lb down and 154 lb up at 2-0-12, 266 lb down and 154 lb up at 4-0-12, 266 lb down and 154 lb up at 6-0-12, and 266 lb down and 154 lb up at 8-0-12, and 266 lb down and 154 lb up at 9-4-0 on top chord, and 817 lb down and 285 lb up at 9-8-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 ,oIIIIIII1r1I a�®�� QU 1 N V�` I � , N 68182 ?� • T F ,•���s`S; � N 1111111111001 FL Cert. 6634 Mav 30,2014 © WARNING- Verify design parameters and READ NOTES OK INIS AND INCLUDED rMEKREFERENCE PAGE br/1.7473 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. 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 erector. Additional bracing the is the the building designer. For MiTek' permanent of overall structure responsibility of 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 Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective O6/01/2013 by ALSC Tampa, FL 33610.4i 15 Job Truss runs Type City ply T6335480 71909 GRA SPECIAL 4 1 Job Reference (optional) ram,. r,o,w r,, eY�oc (.3cu a bep L/ zui z MI I eK Inausines, Inc. F5:6 n May 30 03:39 2014 Page 2 ID: KFrZRBiAGM3E5QG7D_rdQ5zltLw-omul9LWjxCBOMKcJvPNTjVgkZsww8AxDsbHJDvzBMQZ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-44, 3-4=-44, 4-9=-44, 12-15=-20, 12-16=-20 Concentrated Loads (lb) Vert: 13=-701(F) 19=-208 20=-208 21=-208 22= 208 23=-208 PQ' v IN�J#'�. :o� ,� • �� G•E IV g�C•�c� �i�� N 68182 �-10 :rcz O:• T O F ::44/11111111 FL Cert. 6634 May 30,2014 O WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MWBKREFERENCE RAGE MI-7473 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. 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 erector. Additional bracing of the Is the the building designer. For M iTek` permanent overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSKI'll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. If Southem Pine (SP} lumber is specified, the design values ate those effective 06/O1j2013 by ALSO 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss russ ype QtyPly T6335481 71909 GRD SPECIAL 2 1 Job Reference (optional) _�_ �• �Y�o� i.aou s aep zi evi z mi i eK inausines, ine. rn may aU Ue:0U:31 Z014 rage i ID:KFrZRBiAGM3E5QG7D_rdQ5zltLw-HzRgNhXL WJt_UBVT6uiFjjNl7GMktjUM4FOsILzBMQY 2-11-4 5-10-8 2-11-4 2-11-4 1 5x6 = 2x3 [I 2 5x6 = 3 3x4 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.01 4-5 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.35 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 6=721/Mechanical, 4=721/Mechanical Max Uplift6=-336(LC 4), 4=-337(LC 4) Max Grav6=836(LC 2), 4=837(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-674/29411-2=-700/270, 2-3=-700/270, 3-4=-674/294 WEBS 1-5— 358/927, 3-5=-358/927 Scale = 1:19.6 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 0% Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. 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. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 6 and 337 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 630 lb down and 218 lb up at 1-11-4, and 630 lb down and 218 lb up at 3-11-4 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 4-6=-20 Concentrated Loads (lb) Vert: 7=-542(B) 8=-542(6) ��eeee,Ql7 I N �` OP: • ' N 68182 �'.. T OF :�1JJ� off, .•� `OQ;,:\_,,� �i�� SS • ... • • �C? Vie` ri N p11 E eeee FL Cert. 6634 May 30,2014 a WARWNG - Verify design parameters and READ NOTES ONTHIS AND INCLUDED IMUKREFERENCE PAGE b9fI-7473 BEPORE USE. Design for MTek valid use only with connectors. This design is based only upon parameters shown, and is for an individual building component. of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown WitAppilcability is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporzibillity of the erector. Additional bracing the is the the building designer. For M iTek• permanent of overall structure responsibility of general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informalion available from Taus Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If Southern 4?ine fSP} lumber is specified, the design values are those effective 06/0112013 by ALSC 6904 Parke East Bivd. Tampa, FL 33610-4115 o Job Tru Truss russ ype Qty ply T6335482 GABLE 2 1 Job Reference (optional) I of u.em , , rvu rwu n. 54wo< "bu s Sep 2t 2u12 MI I eK industries, Inc. Fn May 30 09:53:32 2014 Page 1 ID:KFrZRBiAGM3E5QG?D_rdQ5zltLw-19?2aOYzTpRkbemhOgPxowv8vgescl9WJvm PHnzBMQX 6-11-13 13.11-9 20.11-13 28-0-0 300-0 , 6-11-13 6-11-13 ' 7-0.3 7-0-3 250-O 3x6 6.00 12 4x6 i 3.00112 Scale = 1:54.4 LOADING (psfl TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.45 BC 0.53 WB 0.90 (Matrix-M) DEFL in (loc) Vdefl Ud Vert(LL) 0.39 11-12 >859 360 Vert(TL) -0.64 11-12 >521 240 Horz(TL) 0.26 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 146 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-11 OTHERS 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) 2=974/0-3-8 (min. 0-1-8), 8=994/0-3-8 (min. 0-1-8) Max Horz2=263(LC 8) Max Uplift2=-824(LC 8), 8=-850(LC 8) Max Grav2=1133(LC 2), 8=1155(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3295/2090, 3-4=-2251/1412, 4-5=-2167/1432, 5-6=-2101/1425, 6-7=-2147/1412, 7-8=-3027/1933 BOT CHORD 2-12=-1968/3144, 11-12=-1976/3151, 10-11=-1760/2898, 8-10— 1760/2898 WEBS 3-12=0/275, 3-11=-1153/802, 5-11=-622/1111, 7-11=-954/617 NOTES 1) Unbalanced roof live loads have been considered for this design. ,IIv 111111 ,�I�� 2) Wind: ASCE 7-10; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp N C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ��, p` ..... �4 • - *ENS' • • `� �I Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. ,e4 ,0 �. �, 4' 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for 10.0 bottom live .• n .' N( 68182 10 •� a psf chord load nonconcurrent with any other live loads. 7) • 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. -10 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �3 •� T F of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 2 and 850 lb uplift at 8. .' �i • •, �<` �� 10i� P •� \`� joint 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j� ss • • ��% LOAD CASE(S) Standard N �sl� n 11111 FL Cert. 6634 May 30,2014 Q W®!WING - Verify design parameters and READ NOTES ONTEIS AND INCLUDED WfEK REFERENCE PAGE au1.7473 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 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 responslUdlity of the erector. Additional permanent bracing of the overall structure is the responsiblf y of the building designer. For general guidance regarding MiTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312 Alexandria, VA 22314. 6904 Parke East BWd. if Southern Pine (513) lumberis specified, the design values aie those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 o russ russ ype ty ply T6335483 71909 V4 VALLEY 2 1 Job Reference (optional) — In.., — C'i... I. .q—g 3x4 /.35U s 5eP Z1 2U1'L MI I eK Incustnes, Inc. Fn May 30 09:53:32 2014 Pagel ID:KFrZRBiAGM3E5QG?D_rdQ5zltLw-19?2aOYzTpRkbemhOq PxowvDugklcFFWJvm PHnzBMQX 4-0-0 2-0-0 US = 2 3x4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/size) 1=88/4-0-0 (min. 0-1-8), 3=88/4-0-0 (min. 0-1-8) Max Horz1= 32(LC 6) Max Upliftl=-66(LC 8), 3= 66(LC 8) Max Grav 1=102(LC 2), 3=102(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale= 1:7.8 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. 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. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 13=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 66 lb uplift at joint 1 and 66 lb uplift at joint 3. 7) ';Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard toll 11111®/I QU IN .•��C.E NSF•. �.: N( 68182 T F �1U+ ���'�SS •.N ALE�G �� 111111/11 FL Cert. 6634 May 30,2014 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1DDTEKREFERENCE PAGE 1617473 BEFORE USE. �' Design valid for use only with Mffek 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 oNy. Additional temporary bracing to Insure stability during construction is the responslbillity of the Additional bracing the is the Mffek° erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/fP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd, Safety InformaFion avaI able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine fSP) lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Symbols Numbering System J& 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-'/1d' For 4 x 2 orientation, locate plates 0-IQ' 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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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. T ly M 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 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 [CC -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 MiTekO All Rights Reserved W1 MiTek" MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury l . 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 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 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 Quality Criteria,