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e ,a s I A=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'-O: 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. All F9 DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less 30' to 60' Span AjL 60 degrees Spreader Bar or less f— 1 /2 —► Tag Line span approx. REFER TO BCSI Trussmust be set this way if crane. used. Truss 1s on example, your truss may not motcn. Insist crone operator sets truss this way. hag ,__Approx 2/3 to_-, Line 1/2 of Span REFER TO BCSI 'uss must be set this way if crone 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 ® are installed. AL I AIR F i ,"E--:>Ir-=F=2 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. I U REPRESENTS A HANGER SEAT PLATES BY CHAMBERS INDICATES LOAD BEARING WALL REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-1" ABOVE FINISHED FLOOR 12 4.00 B'-1 tin -M upset=1/4" heel=315/16" PLUMB CUT END T 2 x 4 Top Chord WALL HEIGHT V-1" TYPICAL END DETAIL 12 a.00 i 8 1" 2.0012 upset=1/4" heel=315/16" "a PLUMB CUT END • 2 x 4 Top Chord t WALL HEIGHT 8'-1" END DETAIL: A k: a , ® ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 17' - 23' IN L®NGTH ® Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers 15'-10— — - 5-4" T-4" 9, 6" 34' ---- GARAGE LEFT FABRICATION AGREEMENT TRUSSES CANNOT ft STARTED UNTIL a AGREEMENT IS SIGNED 8, RETURNED The legal description Wthe property where !rya trusses will be Installed is: - The underslgnad acknowledges and a re 1. Trusses will be g se: which Is the sole eutho aria In strler accordance with this Wsa lace 2. All dimensions In this Ieor determiningsucceasNl fabrication oft ha tmuent diagram layout, .3. Unlesb written notice ls1 have bean varifled by the undersigned. 95sa. day( of delivery the underelgoed agree yythat' wed mall I, Chambers Truss such writes notce ?.If, a furnished Chambers Ta backcherg°° will be allowed In thte event fo begin repalre required, or to suba.V othee anal! haat ve three (3) bu r-- days in event 4, The underelgnad acknowledges reoelp} b{ BCSI 7-03Chummerysheet by 7PI 8 wTCq b. De9very b to Job seta. It le the buyefa'reaponelblllty to make the delNary. Chambers 7rusa hea the sole authority to derennfne the aultabll o poitton orlhe Job etta Mr del'we Job aka eultable for The buyer Is responalbl° for eddlttona deIHsTNsa will be responalble for dumMe Job °Its o'r e because Job ske la not Prepared for al d °xPenses tt Chambers Truss hetle"v only. Buyer le roaponslble to Chambers Trues fo ova'n uyer la not s to redelh y 8. Price as shownB co, duet site contll0onee.de ary o/ trusaea. then Iayaut A $(>0 h ur fee foP revisions rues beatto range I/ any changes are, made In 7: This la a PURCHASE ORDER le Chambers, argad of thesumaTru agreement a reasonable price, Invoice w111 be made on delHe on delivery, Involve may be made et scheduled date'of'delNe If greed to, or B no, delivery of fabricated W ry and paid within terms 0f net- attorneys fee for collections In event undersigned agrees to a ry buyer cannot accept' chaise will be added for sll sums not paldwlp�jrn,itererm®rme Pay Chambers, TNsa reasonable 8. Signature 0r Inittals a ty made, 1.12 </, per month as nywhere on thee sheet consllNtea agreement to all tense herein. Or consIda guar of es pay re T uss extending credit for his metedal the undaBlgned unconditionally guarantees payment 9hon dal shy any and ell Indabrednese owed to Cd2tedn hulas b an thy roceevin rees to raGplenL °se Ineruding attpmeya fees, tt default In peyroani�o�Imatadelg be made by the - e y such 10. In the event of any lltlgation concerning this agreement, the Noma furnished hereunder or peymenta referred to herein, the, parties agree that the sole venue for any such hereon der be Saint luiole County, F orlde. 11. Design responslbllftfea are per ^Nsdon9l Standard And JTabommended-Guldellnes On Reapondbllltlea For Construction Using Metal Plate Connected Wood Trusses ANSUTPUWTCA 4 - 2002 DATED SIGNED �'• TITLE Aapeader barmayhe Por -BSI 1-0 preve r'to nt kll�YB damage Multiple ply trusses 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 properly and Is the responsibility of the truss erector. Study the contents of the Inforniatlon p»cket Included on delivery before setting trusses. 7 usessmustbesetandbraced Trusses must be se Plumb nanpd giyo S Do not'set bunks or stack of plywood roofing other cotibentrated loads on trusses ' 9 material or any this can cause collapse, DO NOT SET can US/NG THIS LAYOUT USE LAYOUT DELIVERED yyl'I'H TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Plerce; Florida 34982-6423 Fort Pierce 772� 00-551-5932 Vero Beach 772.569-2012 -2012 FaX 772-466-8711 "''` Q1`-• nueesceoerottuar }. 772-286.3302 ' The Architect's oa Architect's representative's shop drawing approval is NOT a "double-check" of the. contractor. The contractor 6hatl remain. responsible for checking field measurements: and other construction criteria. Architect's approval covers general roof shape, review of truss strapping, and loading on structure from gravity and uplift loads and their re"gctSve Itrcat Approved B � J Date: _ Braden &'.Smden A.I.A. 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 MWFRS/C-C hybrid Wind ASCE 7-1C Roofing Material Shingle or Shake 3 ( Loading in PSF Roof R.D.L. `;. :: Top Chord Live 20 N Top Chord Dead 7 4.2 r ° Bottom Chord Live 10 Non -Concurrent ri r Bottom Chord Dead 10 3 ° r TOTAL Load 37 7.2 / w Duration Factor 1.25 w U) 'o Wind Speed 165mph °'. > Top Chord C.B. Sheeting by builder. y to Bottom Chord C.B. Sheeting by builder. �J Highest Mean Height 14'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 W F- Q GARAGE RIGHT � 13 TRUSS DRAWINGS ARE ATTACHEDTO LAYOUT rc.U.L,=rtestratrung Oead Load C.B.=Continuous Bracin 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. cnamoers I russ Inc. Drawing Name: M11323 Scale: 1 /4 = 1' 72 total trusses, 13 different trusses. MI 4: SAE ACAD: SAE Reviewed By: Date:04/24/12 REVS FOR CODE COMPLIANCE WYNNE BUIL�"% NTY DESCRIPTION: BtOCC 62' GRAND CARLTON III PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M 11323 - &/639 Qwc4n4arJ0 MiTek RE: M11323 MiTek USA, Inca M1.1323 6904 Parke East Blvd. Tampa, FL:33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name:. M11323 Lot/Block: Model:. M11323 Address: N/A Subdivision: City: PORT ST LUCIE State: FL " . General Truss Engineering -Criteria & Design Loads. (Individual Truss Design Drawings Show Special Loading Conditions): Design Coder FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 740 Wind Speed: 165 mph Roof Load: 37.0-psf Floor Load- N/A psf. . This package includes 13 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 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3: T16686479 a6 4/3/2019 �E�EZVE� 4 T16686480 -a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 NOV 2 6 ZOi9 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 cie County., Permitting ST• Lu 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686481 j6 4/3/2019 HLE C OPY 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY ROCC; The.truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based onthe parameters provided by. Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 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:tKe designs comply with ANSI/TPI 1. These designsare 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 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 perANSI/TPI 1, Chapter21 IofI toltll/1i ii� i G E N • dVo22839. ?� 'STATE: OF i�Q�`� 1 1111��s� Walter R Finn PENo.22839 MiTek USA, Inc: FL Cert6634 ,6904 Parke tall Blvd,.Tampa FL,3361,0. April 03, 2019 Finn,. Walter Job Truss Truss Type Qty Ply M11323 T16686477 M,11323 A COMMON 9 1 Job Reference (optional) Gnambers I Russ, Inc., I-ort Fierce, hL ts.z4u s uec 6 zulo MI I eK Inaustrles, inc. vvea Apr s-iu:-i4:uu zu-ia rage -I ID:a3B4PavKnnZweXyJckSFBgyuFUN-kOkXHQZWOZO?DxoyUSuMQA?ITK6PpgxhvzgOggzUSgy 1-0- 6-7-13 12�-13 17-0-0 21-7-3 2743 34-0-0 5-0- -0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 -0-0 Scale=1:57.8 4.00 12 45 = 6 27 1 � Ic, 0 17 15 14 12 3x6, - 2x3 II 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II 3x6 = 6-7-13 5-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) _ -0.61 14-15 >670 240 BCLL 0.0 Rep Stress lncr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 100 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10); 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0% Structural wood sheathing directly applied or 3-7-12,oc puffins. Rigid ceiling directly applied or 4-11-7 oc bracing. 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18;:MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-4-13, Interior(1) 20-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 alive load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0ps.f 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated.load(s) 50 lb down and 47 lb up at 15-0-0, and 50 lb down and 47 lb up at .19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility. of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (I.b) Vert: 26 =-50 (F) _ 27=-50 (F) Walter P. Ffnn PE NO.Yi639 MiTek USA, Inc. FL Cerf 8634 6964Parke East Blvd. Tampa FL 33610 .Date:: . Apri13,2019 WARNING - Verify design.parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015BEFORE USE Design valid for use only wilh'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 buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M!Tek- prevent 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, see ANSI1TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty .' Ply M11323 T16686478 N411323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec.6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:10 2019 Page 1 ID:2GIScW"Y5hnGhXVARzUkuyuFU M-CalvVla8ntWsr5N81 APbyNYM7kNdYlrgpdPaM7zUSgx 7-8-5 10-6-4 17-0-0 20 4=8 : 26-4-0 34-0-0 45-0-q 0-0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 0-0 Scale=1:59.8 0 5x8 MT18HS 11 4.00 12 6 13 12 5xl2 = 2x3_ II 3x6 = 3x12 = 2.00 12 - 10-6-4 20.4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets (X Y)-- [2:0-1-15 Edge] [4:0-3-0,Edge], [10:0-0-6,Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) . 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stresslncr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 qc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at micipt 6-14 6-14: 2x4 SP M 30 ... OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2=14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560,9-12=0/269 NOTES7. 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0:18;'MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Interior(1) 20-6-4 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and, forces 8, MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0' psf bottom chord live load norlconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on. the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6). 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. 7) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) . . 2=803, 10=803. WalterF. Finn PfNo.22ti39 MiTek USA; Iha FL CeR 6634 6904 Parke East Blvd. Tampa FL 33610' .Data: - April 3,2019 & WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015BEFORE 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 property incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M iTek' 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, see ANSIITP11 Quality Criteria, •OSB-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 36610 Job Truss Truss Type Qly Ply M11323' T16686479 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.241.1 S Uec 6 2u1b MI I eK Inausmes, Inc. We0 Apr 3 1u:14:11 zuly rage 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-hmsHi5bmYBejTFyKbtwgVb5Y08jOHgg_NH97uzzUSgw 8-11-11 16=0-0 18-0-0 , , 25-11-15 34-M 15-0-q 000 8-11-11 7-0-5 2- 2-4-20�-85-7-7 r 8-0-1 1-0-0' Scale=1:61.9 6x10 MT18HS = 4.00 12 5x6 = 5 6 3x12 2.00 12 10-6-4 11 2x3 11 3x6 = 34-0-0 8-0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 TCDL 7.0 Lumber DOL _ 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 BCLL 0.0 Rep Stress Incr YES WB _ 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER, BRACING - TOP CHORD 2x4 SP M 30 `Except" TOP CHORD 3-5,6-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except 5-14: 2x4 SP M 30, OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horn 2=-169(LC 8) Max Uplift.2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731 /3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-179/522, 8-12=-893/660, 8-11=0/303 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 157 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purl.ins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered forfhis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 chbrd live load nonconcurrent with any other live loads. 6) ` 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. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.100 lb uplift at joint(s) except at=lb) 2=803,9=803. Walter P. Firm PE No.22839 NTek USA; Inc. FL Cerf 6634 .6904 Parke East Blvd. Tampa FL 33610' .Date:: April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015BEFORE USE. ' • Design valid for use only with.MiTek® connectors. This design is based only upon parameters shown, and is. for an Individual building component, riot 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, see . ANS11FP/1 Quality Crker/a,'DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 T16686480 K411323 A7 SPECIAL 1 1 Job Reference (optional) cnamoers i russ, inc., ron coerce, M 0.4— O UCG O — 10 IVII1 cn IIIU JOIOJ, il,- v _P. o . . U. , I D: WSJgpGwalPpeur6hk9UjG5yuFUL-9tQfwRcOJUma4PXW9bR31 od"p306w7bxugQ?zUSgv �1-0-0 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 15-04 -0-0 8-10-10 5-1-6 6-0-0 5-11-15 p8-0-1 1-0-0' Scale=1:60.8 5x8 = 5x6 = 4 5 5x12 = 2x3 II 3x6 = .3x12.- 2.00 12 10-6-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 : MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB . 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 "Except" 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11 =-1 590/2874, 9-1 0=-1 738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 cc purlins. Rigid ceiling directly applied or 4-0-2 cc bracing. NOTES - I) 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 atjoint(s) 2 considers parallel to grain value using ANSI[TPI 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.100 lb uplift at joint(s) except at=lb) 2=803, 7=803. Walter P. Finn. PE No.22639. MiTek USA; Inc. FL Cerf 6634 6964 Parke East Blvd. Tampa FL 33610 Date:: Apri13,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101I1-7473 rev. 101OY2015BEFORE 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 MiTek' - prevent 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, see ANSI/TPl1 Quality Criteria, DSB-09 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 " T16686481 W 1323 A8 SPECIAL 1 1 _ Job Reference (optional): L;narroers I russ, Inc., tort tierce, rL - 0.L90 J UUU 0 LV 10 IVII I eR IIIUUbUlUb, 111u. vveu mpl o lu - to zu 1 v I D: WSJgpGwalPpeur6hk9UjG5ydFUL-d9_27nd04ovRiZ6jjlylaOAuPxPJIdHGgbeEzSzUSgu 8-8-4 12-0-0 15-8-4' 20-4-8 22-0-0 24-8-12 —r 34-0-0 05-0-q -0-0 8-8-4 3-3-12 '3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 h-0-0' Scale =1:60:6 5x6 = 2x3 115x8 = 3x4 = 4.00 12 4 21 5 6 22 7 �1 0 12 11 5x12 = 3x4 — 3x12 .= 2.00 12 10-64 .. 10-6-4 " 34-0-0 12-0-0 Plate Offsets (X Y)-- [2:0-1-15,Edge] [7:0-5-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL : 1.25 TC 0.78 Vert(LL); 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 " Matrix -MS Weight: 154 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing.: WEBS 2x4SPNo.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) . Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770; 6-7=-2586/1779, 7-8=-2663/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12713=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 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=14ft; 13=52t L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 a10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for 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) 2 considers parallel to grain value using ANSI/TPI 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 100-Ib uplift at joint(s) except Qt=1b) 2=803,9=803. Walter P. Finn. P.E No.22838. MiTek USA; Ihc. FL Cerf 6634 6604 Parke East Blvd. Tampa FL 33610 Date;: . April 3,2019 & WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015BEFORE USE. • Design valid for use only wilh'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 temporaryand permanent bracing M ITek� ' 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, see' ANS11TPi1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job '' Truss Truss Type Qty. Ply M11323 T16686482 1,411323 A9 HIP 1 1 Job Reference (optional):: 4namoers i fuss, Inc., tort i'lerce, M - u.z4u s uec o zutu nni i ex maus[nes, inc. uveo Apr J-IU:'14a4 LUIy rage _t I D:_etCl cxC3ixW?hu is?ypJyuFUK-5LYQL7der61 IKihvG?UX7DjAgLgCU 1 QQ3FNnvuzUSgt 1 0-0, 6-7-15 10-0-0 15-2-14 .. 20-4-0 24:0 0 27-4-1. 34-0-0 15-0-9 -0-0 : 6-7-15 3-0-1 5-2-14' 5-1-2 ' 3 8-0 ' 3 4-1 6-7-15 -0-0 Scale=1:58.6 44 =: 2x3 11 4x8 = : 3x4 4.OR 12 :4.. 24 525 26 6 27 7 �1 0 15 14 3x5 = 3x8 = 3x6 = 10-0-0 20.4-0 24-0-0 34-0-0 10-0-0 10-4-0 3 8-0 10-0-0 Plate Offsets (X,Y)-- [2:0-0-14,Edgel, [7:0-5-4,0-2-01, [9:0-3A4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL), -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL _ 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 '' 240 BCLL 0.0 Rep Stress Incr .. YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 ' Matrix -MS p Weight: 156 lb FT = 0% LUMBER- BRACING-. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1,1-9:oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly.applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC'10); 9=7249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19); 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235: . BOT CHORD 2-15=-836/1187, 13-15==34/309, 11-13=-256/348, 9-11=-124/304 WEBS3=15=-425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-837/703 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=14ft B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0,18;.MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(1) 14-9;11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Interior(1) 28-9-11 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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=430,9=249,13=928. Walter P. Finn PE'No.22839. MiTek USA; Inc. FL Qerf es34, 6904 Park6 East Blvd. Tampa FL 33610 .Date:" April 3,2019 &WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEJ( REFERENCE PAGE MII-7473 1010312015 BEFORE USE.. rev...�• ' .. Design valid for use only withMiTek®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 property 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, see ANSI1rP/1 Quality Criteria, DSB-89 and BCS/ Building Component .. 6904 Parke East Blvd. Safety Information, available from Truss Plate:lnstitute, 218 N. Lee Street, Suite 312, Alexandra,VA 22314. Tampa, FL- 36610' Job Truss Truss Type Qty Ply M11323 T16686483 M11323 GRA HIP 1 1 Job Reference (optional) Gnamaers I russ, Inc., tort tierce, tL a.[41.0 s uec o [u-r0 Mi i eK mausrnes, inc. vvep rlpr a iu: w: to 4u is rage i I D:_etC1 cXC3ixW?hu is?ypJyuFU K-ZX6oYTeGbP99ysG5gj?mfRFCillAvDSAZlv7L1 KzUSgs 1-0-0 8-0-0 11-1-1 17-0-0 18 6 0 22-2-2 26-0-0 34-0-0 5-0 -0-0 8-0-0 3-1-1 5-10-15 1 6-0 3 8-2 3-9-14 8-0-0 -0-0 Scale=1:60.6 3x5 = 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8.= 26-0-0 3-1-1 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL ; 1.25 Lumber DOL 1.25 Rep Stress'Incr NO Code FBC2017/TPI2014 CSI. TC_ 0.91 BC 0.57 WB 0.98 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL)- 0.20 24-35 >914 360 Vert(CT) -0.24 29-32 >552 240 Horz(CT) 0.02 22 n/a n/a PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER- p BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at micipt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at.joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-588/1209,' 18-20=-2230/1280,20-21=-2230/1280,.21-22=-2271/1263,6-9=-126/305,9=11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2106 WEBS 3-29=-500/1176,3-27=-1766/911,5-27=-748/622,5-26=-546/351,13-26=-946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24=35/351, 4-5=-608/514, 19-20=-335/305, 14-15=-556/407, 11-12=-254/54 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=14ft; B=52ft; L=34ft; 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 16.0. psf bottom chord live load nonconcurrent with any other live loads. 6) ` This'trtiss,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 351 lb uplift at joint 2; 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 Ib uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does:not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at WalterP. Finn P.ENo.22839. 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the. Mi. USA; hic. FL d6rt6634 69A4 Parke East Blvd: Tampa FL 33610 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). .Date:: Apil l 3,2019 ' & WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1WO312015BEFORE 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, see . ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandra, VA 22314. Tampa, FL 36610 Job r. Truss "' Type Qty Ply M11323, T16686483 M11323 GRA Puss P 1 1 Job Reference (optional) ALWARNING - Vedfy design parameters and READ NOTES ON THIS AND'iNCLUDED M1TEK REFERENCE PAGE 1411-7473 rev. 1010312015BEFORE USE. - Design valid for use only with:MiTekO connectors. This design is based onlyupon parameters shown, -and is. for an Individual building component, not e 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 indicatedis to buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MITek• prevent .. 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, see' . ANS11`TP/1 Quality Criteria, DSB-69 and BCS/ Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 218N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 36616 Job Truss Truss Type Qty . Ply M11323' T16686484 M11323 GRB HIP 1 1 Job Reference (optional) L:namDers I cuss, Inc., tort vierce, rL o.cvu s-uec o cu io mi I UK muuburos, nm. vveu mpz a iu. — i r cu is rays i ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYz9gX71PtBAPUy81EksLa8Y4ehNuslDcR6DzUSgq i1-0-0 8-M 13 8-0 17-0-0 204 0 26:0 0 34-M 35-0 q i-0-01 8-0-0 5$-0 3-0-0 3-0-0 5 8-0 8-0-0 Stale=1:58.6 N 0 5x12 MT18HS = 410 = 5x12 MT18HS 4.00 12 2x3 II 4x6 = 2x3 II 3 23 4 5 6 7 24 8 4x6 = 3x6 11 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 4x6 = 8-M 20-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) . -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a ' n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 153 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-.13: 2x6 SP No.2 REACTIONS. . (lb/size) 2=1260/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3625/1950, 342080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; 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 10.6 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 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift'at joint 9. 8) Girder carries hip end with 8-0-0 end. setback. 9) Hanger(s) or other connection devjce(sj shall be provided sufficient to. support concentrated load(s) 967 lb down and 461 lb up at . 26-0-0, and 967 lb down and 461 lb up at 8-0-0 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 Uniform Loads (plf) Vert: 1-3=-54, 3-8==131(F=-77), 8-10=-54, 16-17==20, 11-16=49(17=-29), 11-20=-20 Walter P. Finn PE.No.22839. 'MiTek USA; Inc. FL Cert 6634 6964Parke EastBlvd. Tampa FL 33610 .Date:: Apri13,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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, see ANSI1fP/1 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 36610 Job Truss Truss Type city Ply M11323 T16686484 U11323 GRB HIP 1 1 Job Reference (optional) L;namoers I cuss, rnc., ron rierce, rL LOAD CASES) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 I D:SrRaEyyroO4M78G4raW BLWyuFUJ-VwDYz9gX71 PtBAPUy81 EksLa8YgehNuslDcR6DzUSgq AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015BEFORE 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 toprevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M!Tek* : Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidanceregarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd_. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 T16686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers I runs, Inc., I -on Fierce, rL _ o.cyu 5 uec qtu ro rvn r en uruusuiea, uw. vvcu npl a rayc , ID:x17zS,lzTbJCDIIrGPH1QukyuFUI-VwDYz9gX7lPtBAPUy81EksLkpYzDhbOslDcR6DzUSgq -1-0-0 2-0-0 1-M 2-M Scale = 1:7.8 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Ioc) l/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 . >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Ihcr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MPWeight: 8 lb FT = 0% ,LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC.10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and.forces & MWFRS for reactions shown; 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3:Ib uplift at joint 4. WalterP. Finn P.ENo.22839 MITek USA, Inc. FL cart 6634 '6904 Parke East Blvd. •Tampa FL 33610 Date:: - April 3,2019 ALWARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIL7473 rev. 1010312015BEFORE USE.. • Design valid for use only with;Mfrek® 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 temporaryand permanent bracing, MITpi'k• prevent 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, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 . T16686486 M11323 J4 MONO TRUSS 8 -1 Job Reference (optional) Unambers I russ, Inc., Fort tierce, FL 1-0-C 3x4 = 0.[4u 5 UeC O LU 10 Mr I eK muu5ure5, Inu. yveu Hpr o iu: r4: 10 4u ry '.ge . ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-26nwAUg9uKXkpi _gVrYTH3trCyFmQ2G0_tL?ef7USgp 4-0-0 4-0-0 Scale=1:11.1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d :PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT,CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS: (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=1041LC 101 Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces $ MWFRS for reactions shown; 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 onthe 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 80 lb uplift atjoint 3, 161 lb uplift at joint 2 and 7-lb uplift at joint 4. WalterP. Finn PE N6.22839 MiTek USA; Inc. FL Cerf8894 8964 Parke East'Blvd. Tampa FL 33810 Date::' April 3,2019 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015BEFORE 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 pk- M I IT 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, see ANS/1TP/1 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 36610 Job Truss Truss Type Qty Ply M11323' T16686487 M11323 J6 MONO TRUSS 8 1 Job Reference (optional), chambers truss, Inc., i-ort coerce, rL I D:tP6jtzJ7xSx_c_fXi4uz9yuFUG-SJ LJOghhfefaQUZt3Z3igHQ 1 RMTj9V W9CX5YA5zUSgo 10-0 6-0-0 1 0 0 . . . 6-0-0 Scale=1:14.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud :PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress Ihcr YES WB 0.00 Hori(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 20 lb FT = 0% 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift '3=-131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC'3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions. shown; 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 131 Ib.uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. WalterP. Finn P.E No.22839. MiTek L!SA; Inc. FL Cert6694 6904 Parke East Blvd. Tampa FL 3*0 April 3,2019 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101OY2015 BEFORE USE. Design valid for use only wlth,MiTek10 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 buckling individual truss web and/or members only. Additional temporaryand permanent bracing MiTek' building design. Bracing Indicated is to prevent of chord 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, see ANSI/FP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. _ Safety Information, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply T16686488 U11323 J8 MONO TRUSS �Qty 20 1 �1011323 Job Reference (optional) Chambers Truss, Inc., Fort. Pierce, FL C.z4u s uec o Zu rtl Mr i ex inousmes, inc. vvee rtpr o i u:-vc j u zu ra rage. ID:tP6jt2J7xSx_c_fXi4uz9yuFUG-SJLJOgF nfefaQUZt3Z3igHQzMMbu9VW9CX5YA5zUSgo -1-0-0 8-0,O 1-0-0 8-0-0 Scale-=1:17.4 IN 1 3x5 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 26 lb FT = 0% 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 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz .2=180(1-C 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1); 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces ✓3< MWFRS for reactions shown; 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-O.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 175 Ib:uplift at joint 3, 228 lb uplift at . joint 2 and 15 lb uplift at joint 4. Walter P. Finn, PE No.22839. MiTek USA, Ihc. FL Cerf fIeU 6904 Parke East Blvd. Tampa FL 33610' .Dater, April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 temporaryand 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, see' ANSI?PH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL- 36610 Job Truss Truss Type Qty. Ply T16686489 K411323 KJ8 MONO, TRUSS 4 1 �M11323' Job Reference (optional): unamoers I russ, inc., run rierce, rL -1-5-0 7-3-4 1_5.0 '7-3-4 ID:Lcg54J?LUEancmZr4Qb7WMyuFU F-wVvhbAiPQynR2d83dGaxMUzDGmyPurdlRBg6iYzUSgn 11-3-0 3-11-12 Scale =1:20.3 3x4 = 3x4. _ . 7-3-4 11-3-0 7-3.4 3-11-12 ... . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 .. Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL ' 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -6.12 7-10 >999 .240 BCLL 0.0 '" Rep Stress Incr NO WB 0.46 Horc(CT) _ 0.02 6 n/a n7a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb FT = 0% 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 8-9-6 oc bracing.: WEBS 2x4 SP No.3 REACTIONS. (lb/size) .4=201/Mechanical, 2=466/0-1 1 -5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13),:2=466(LC 1), 6=590(LC 13) FORCES. (lb) -Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown.: TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 alive 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 205 lb uplift at joint 4; 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) _Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf)' Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, 13=27)-to-4=-152(F=-49, 13=49), 8=0(F=10, B=1 0)-to-5=-56(F=-1 8, B=-18).. WalterP. Finti'PE No.228* MITek USA; Inc. FL Cart6634. . 6904 Parke East Blvd. Tampa FL 33610' April3,2019 & WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015BEFORE 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 buckling individual truss and/or only. Additional temporary and bracing MiTeW building design. Bracing indicated to prevent of web chord members permanent 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, see ANS11rP/1 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 M610 Symbols PLATE LOCATION AND ORIENTATION:' 31; Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. - I For 4 x2 orientation, locate V"V plates 0- Vi ' 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 width measured perpendicular 4x4. 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 Tor] 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(rPl1: 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C2-3 WEBS 4 0 aC56 UUaO ac7� csa 00 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 .g, MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury . 1. Additional. stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by.anengineer. 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 at joint 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.