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U i A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 5PAGING NOTE I ALL TRUSSES ARE TO BE SET AT 2'-0: ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERIN( BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A IF MULTIPLE PLY. A& DON'T LIFT TRUSS WITH SPANS LONGERTHAN 30' BY THE PEAK', CONSULT BCSI 30Span or less Al K to 60' Span 60 degrees Spreader Bar or less -- S �_ 1 /2 _� IT g—Approx 2/3 to a Tag Line span approx. pine 1/2 of span REFER TO BCSI iEFER TO BCSI Truss must be set this way it crane used. Truss must set this way if crone used. Truss is an example, your may n This is an xam le,. truss may not match. truss a of maim. r P Y nsist crane operator sets truss this way. Insist cr a operator sets truss this way. All load bearing walls,headers, beams & lintels must bm in place at indicated height before trusses Q are installed. A i F=R 1- 1 A IV ID i iF= F2 N O T E UNLESS NOTED ELSEWHERE ON THIS LA(OUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERkIN THE ROOF OR FOR a ANY OTHER A/C REQUIREMENTS. THIS AY BE IN CONFLICT a WITH BUILDING CODE AND A/C DESIdIll REQUIREMENTS. r CONSULT WITH BUILDING DEPARTMENT D A/C CONTRACTOR. U REPRESENTS A HANC�K SEAT PLATES BY CHAMBERS \ INDICATES LOAD BEARING WALL REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-1" ABOVE FINISHED FLOOR 1 .P 12 4.00 8,-1 „ M . upset=1/4" heel=315/16" PLUMB CUT END 1, 2 x 4 Top Chord WALL HEIGHT 8'-1" TYPICAL END DETAIL is 12 4.00) r— to 2 2.00 Fla 12 u set=1/4" heel=315/16" P PLUMB CUT END 1' 2 x 4 1 OP Chord WALL HEIGHT 8'-1" END DETAIL: A ,, ® ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF ® Do not stand, on trusses until they are braced per BCSI & properly nailed to straps & 15'-10" $'-4" 3'4" 9'-6" 34' GARAGE LEFT rr 17' -. 23' IN L®NGTH hangers 20' -41,__ 14' T 4" R-4" 1 i r7-ri n" TRUS3Ea FABRICATION ACRE The legal des cripiton olthe AR7ED UNTIL THIS AGREEM EMENT Property where the trusses will be ENT 'NED a RETURNED .The undersigned acknowledges and agrees: t: Trusses will be made it sidct a which la the sole authotiry for detennrd lnln�suan� with this truss placement diagram 2.All dlmanslons h this le g ccessful fabdeatlon of the tru layout, .3. Unless written nodes IroprovideEbb �v r,i edbytheundersigned, asae. days of delvery the undersigned agreaeyt at he mall to Chambare T such written notice Is hrmished Chambare no ��aro°° will bs elfoswedness . hln ten (10) 'hu to begin repalre required, or to subatittrte p Trues shall have three tg��In the avant 4. The u livery 13 t to admowbdgea rece� of gCs81-03Csummeryosjteet�by •O,I a I nice 6, Dedvery b to Job site, It h fee buyara'reaponalblllry to make the t delivery. Chambers Truss hea the hole autho 1 sde eultab ffer PC of t1, rasp site for delivery, Chambers Nsa will be Iresponalbleme In afoir dum The buyer la responsible for additional dellvs:. nY of Nefob site or e beeau'a Job she Is riot prepared for dolly expenses If Chambers Trusa he- to re only, Buyer le reaponatbla to Chambers Truss foer j or b er la not pre Bred for tlallve to redeliver 8. Pike ae eh P own Iq Paragraph 7 below wnng COets due to atte wgdltlona,, ry or truasae. this Price A S6g per hour lee for revisions mah be cheo change tl any changes are, made In o. 7: Thle Ia a PURCHASE ORDER to Chambers, Trrrge of the sum agreed t n eem very a reasonable priae. Invplca will be made on delivery and 9; 'bn dell - Invoice may. be made at scheduled date dr M n delhrery of fabricated Wsses. The paid within terms of not akomeys fee for collectlona In event of ea I n of dative y If buyer cannot accept g ad egreea to Pay Chambers.TNsa reasonable chaipe will be added for all puma not aid Payment not timely made, 1.12 % • 6. Signature or Initials anywhere on tlrls sheet constltutee agreement to al�terma herer Mon b a. In wnstderetlon of Chambers 7mss extending credR for 0Is material the undersigned uncontllAonally guerentees payment when due of any and all Indebtedness owetl to Chembens Trues by any entity receiving material and the undare Indebtedness Inducting egomeys fees, if default In a redplenL P yment for Material) be made b such to. In the event of any Iltlpetlon coneeMin y the or peymenfa referred to hereln, the parties a real agreement, the Items furnished hereunder be Saint dude County, Parade. 8 that the sole venue for any such action will 11. Design responsibilities Construction are Per "National Standard And Rdbbmmended Guidelines On Rao For For Coosducgon Using Metal Plate Connected Wood Trusses ANSI/IPIANTCA 4 - 2002 DATED SICaNED �: rinE Muls tlasrl►aer6armaybefeyt�kedpor^BCSI1-03"y rt & P P y trusses must be fastened together per engineerir darna before they are set failure to do so can result In roof collapse Temporary and permanent bracing are required and can save I and property and Is the responafblllty of the truss erector. Study the contents of the Information packet Included on deflvt before setting trusses. T must be set acid braced PordesTrusses must be a;' Plumb nn re Do not set bunks or stack of plywood, rooting material or any tohercohcenu load--s on trsss cnse collapse, yea LATOUT DELIVERED WITH TRUSSE3 70 SET TR SLle Jj SES CHAMBERS TRUSS INC erAienue Fort Pierce I Florida 34982-6423 800-551-5932 Fort Pierce 772-05-2012 Vero Beach 772-569.2012 T QQFax 77$-48g5.8711 nuahrlpr C�r.-3302 iK5' �F �. re ;eel's rePresentative., sssssThhhhi P rawrng approval is F40T a "double check- of the contractor. The contractor shalt remali respopsible for cheeking field titeasuremerPand other oonstr•uctiion criteria. Architect's approval covers general roof shape, review of truss strapping, and loading on structure from gravity Y and uplift loads and pective locatio is-. Approved 6 Date: _ oradorad g sit A.I.A. P.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 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D,L. Top Chord Live 20 c Top Chord Dead 7 4.2 s e Bottom Chord Live 10 Non -Concurrent `1 - Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 ° Wind Speed 165mph ra Top Chord C.B. Sheeting by builder. a rn Bottom Chord C.B. Sheeting by builder. �J Highest Mean Height 14'-0" to V 1 Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 Cy K.D.L.=ttestraining Dead Load C.B.=Continuous Bracin Verify DESIGN CRITERIA shown above with the ,0 building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: M11323 W Scale: 1/4 = 1' 72 total trusses, 13 different trusses. N MI 4: SAE ACAD: SAE Reviewed By: All,C /'1 Date: 04/24/12 Revised: 02/21/18 ` FOR � WYNNE BUILDIIImrsom�gyB.FOR DESCRIPTION' )DE COMPLIANCE GARAGE RIGHT 1�� 62' GRAND C/19L gtFOUNTY PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 13 TRUS:� DRAWINGS ARE ATTACHED TO LAYOUT M 11323 -7611/33 r MiTek..COX. RE: M11323 MiTek USA, Inc.. Ml 1323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: " Customer: WYNNNE DEVELOPEMENT.CORP Project Name:. M11323 Lot/Block: Model: M1.1323 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 Code: FBC2017/TPI2014 'Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10. 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 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 F1 7. T16686483 gra 4/3/2019 LE ""OPY 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 " 11 T16686487 j6 4/3/2019 REVIEWED FOR 1.2 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 'C*®E,C0MPLiANCE M LUCIE COUNTY B00C . The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided. by Chambers Truss. 'CAR A A. Truss Design Engineer's Name: Finn, Walter.••'p E A3 My license renewal date for the state of Florida is February 28,2021. Florida COA: 6634 L No 22639 IMPORTANT NOTE: The seal on these truss component designs is'a certification *' •• * = that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters _ :_ �_ • shown (e.g., loads, supports, dimensions, shapes and -design codes), which were 'STAT Ei OF given to MiTek. Any project specific information included is for MiTek �*0"•�• ,tI customers file reference purpose only, and was not taken into account in the preparation of :Q `R ��� P • ♦ ��- these designs. MiTek has not independently verified the applicability of the design Sts parameters or the designs for any particular building. Before use, the building designer �� 0NAL ;� should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.. Walter P. Finn PE'No:22839 • MiTek USA, Inc: FL Cert 6634 ,6904 Parke EastBlvd,;Tampa FG 331i10; April 03, 2019 nata 1 of 1 Finn, Walter Job Truss Truss Type Qty Ply M11323' T16686477 M 11323 A COMMON 9 1 Job Reference (optional) Gnamners I russ, Inc., ' tort. Fierce, tL 0.zqu s Uec UZU 10 MI r eK rnOUSines, Inc. VVeU Apr J 1U: 19:Vy LU I rage, I t ID:a3B4PavKnnZweXyJckSFBgyuFUN-kOkXHQZWOZO?DxoyUSuMQA?ITK6PpgxhvzgOggzUSgy i1-0 0, . 6-7-13 12-4-13 17-0-0 21-7-3 274-3 34-0-0 35-0-q -0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 i-0-0' Scale=1:57.8 4.00 12 4x5 = . 6 27 �1 6 17 '" 15 '"'" -' 14 '- 12 2x3 11. 4x6 = .3x8 = 3x8 = 4x6._ 20 11 3x6 = 3x6 = 6-7-13 12 4-13 21-7-3 27-3 _ _i 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 Plate Offsets (X Y)-- [2:0-0-2 Edge] [10:0-0-2 Edge] LOADING (pso 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) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 ". Rep Stress 'Incr YES WB 0.65 Horz(CT) 0.12 10 i/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 163 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 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=7832(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 Structural wood sheathing directly applied or 3-7-12 oc purlins. 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) 3177-3 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 a We 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 = IO.Opsf. 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.Ib up at 15-0-0, and 50 lb down and 47 lb up at 19-b-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 (pif) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F).27=-50(F) Walter P. Finn. PE 'No.22839 MiTek USA, Inc. FL Celt 6634 8904Parke East Blvd: Tampa FL 33610 .Date:' April 3,2019 '® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2615 BEFORE USE.. • Design valid for use onlywith.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/TP/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 T16686478 M 11323 A5 SPECIAL 9 1 - Job Reference (optional) chamoers truss, Inc., t-on tierce, M o 1' o — o —,o -II ,. -P. , oy. , ID:2GIScwwyY6hnGhXVARzUkuyuFUM-Ca lvVla8ntWsr5N81 APbyNYM7kNdYlrg8dPaM7zUSgx 1-0-0 7-8-5 10-6-4 17-0-0 20 4-8 26-4-0 34-0-0 5-0- 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 5x8 MT18HS 11 4.00 12 6. 5x12 = 2x3. 11 3x6 = 3x12 = 2.00 12 10-6-4 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(ILL) 0.76 14 >539 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 BCLL 0.0 Rep Stress'Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 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 *Except* WEBS 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, 9-1 0=-3195/221 0 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 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 155 lb FT = 0% Structural wood sheathing directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 3-9-12 oc bracing. 1 Row at midpt 6-14 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 24A3, Interior(1) 2-4-13 to 13-7-3, Extedor(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 & MWFRS for reactions shown; Lumber DOL=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 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) 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 atjoint(s) except at=lb) 2=803, 10=803. u WalterP. Finn PENo.22839 MiTek USA, Inc. FL Cert'6634 6904 Parke Easf Blvd. Tampa FL 33610' .Date: April 3,2019 '® WARNING -Vedfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Ml1-7473rev. f0/03f20f5BEFOREUSE. 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 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 fabdcation, 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 City .' Ply M11323 T16686479 M11323 A6 SPECIAL 1 1 Job Reference (optional) cnamDers i russ, Inc., t-on coerce, r-L O.L'1U 5 UBO O LV ,O ,v,,, eK InuuJalUb. ,r,u. vvuu Aln a Iu. IY. 1 , —,D raytl , I D:2GIScwwyY5hnGhXVARzUkuyuFU M-hmsHi5bmYBejTFyKbtwgVb5YO8jOHg9_NH97uZzUSgw �1-0-0 8-11-11 16-0-0 18-0-0 20' , 25-11-15 34-0-0 15-0-q -0-0 8-11-11 7-0-5 2-0-0 2--I 5-7-7 8-0-1 Scale=1:61.9 6xl0 MT18HS = 4.00 12 5x6 = 5. 6 �1 0 3x12 = 2.00 12 t 10-6-4 12 11 5x6• = 2x3 II 3x6 = Plate Offsets (X,Y)-- [2:0-1-15,Edge], [3:0-3-0,Edge], [5:0-5-0,0-1-13], [7:0-2-7,Edge], [9:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 Horz 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=-1123/2199i 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 Weight: 157 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=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 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. 0) Provide'mechanical connection (by others) of truss to, bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 2=803,9=803. Walfer P. Finn PE 1Jo.22839. MiTek USA; lAc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 April 3,2019 ,A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 to prevent buckling of Individual truss web and/or chord members only. Additional temporary, and 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 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 City Ply M11323' T16686480 M 11323 A7 SPECIAL 1 1 Jab Reference (optional)' Chambers Truss, Inc., Fort Pierce, FL o.Z%U s ueu u cu io rvn r an mauau.ea, u.- r .. .a ID: WSJgppwalPpeur6hk9UjG5yuFUL-9zQfwRcOJUma4PXW9bR31 odjzX3306w7bxugQ7zUSgv 1-0-0 8-10-10 14-0-0 20-M 25-11-15 34-M 5-0 -0-0 8-10-10 5-16 6-M 5-11-15 8-0-1 -M Scale=1:60.8 5x8 = 5x6 = .. n nn 4 5 �1 6 5x12 = 2x3 II 3x6 = 3x12 = 2.00 12 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 35-12 6-T 5-7-7 8-0-1 Plate Offsets (X Y)-- [2:0-1-15 Edge] [4:0-4-0 0-2-3] [7:0-0-2 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd 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 2.40 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 FBC2017/TPI2014 Matrix -MS Weight: 147 lb FT = 0% LUMBER- BRACING- .. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 do purlins. " BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. 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=-1590/2874, 9-10=-1738/2968, 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 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) and C-C Exterior(2)=1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-773 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 fora 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) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain forma. I& 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 Qt=lb) 2=803,7=803. Walfer P. Finn PE No.22839" MiTek USA I6c. FL Cert 6634 6964 Parke East Blvd. Tampa FL 3360 ,Dater Apri13,2019 AWARNING -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 properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or, chord members only. Additional temporary and permanent bracing M iTeW 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; Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Clty Ply T16686481 M11323 A8 SPECIAL 1 1 �M`11323 Job Reference (optional) cnamoers Iruss, mc., ronrlerce, rL o.�Y� ��� �� ,•,,,_�, ���.,, �� r. ,- —.— . _ _ . I D: WSJgpGwalPpeur6hk9UjG5yuFU L-d9_27ndO4ovRiZ6jjlylaOAuPxPJIdH GgbeEzSzUSgu 1.0-0 8-8-4 12-0-0 15-8.4 20-4-8 22-0-0 24-8.12 34-0-0 5-0- -0-0 8-8.4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-34 0-0 Scale=1:60.6 5x6 = 34 2x3 11 5x8. _. = 4.00 12. 4 21 5 6 22 7 ,, n . 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 10-6-4 20-4-8 22-0-0 1 34-0-0 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets (X Y)-- [2.0-1-15 Edge] p•0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 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 FBC2017/TPI2014 Matrix -MS Weight: 154 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 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)i 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, 12-13=-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=7535/502 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 3-11-11 oc 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. 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, 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) 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 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=803,9=803. Walter P. Finn PE No.22839. MiTek U$AJh6. FL deif'e634 $964 Parke East -Blvd. Tampa FL 33610 .Date:: April 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-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 buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• prevent of 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/TP/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 Qty Ply M11323' T16686482 M11323 A9 HIP 1 1' Job Reference (oplional Chambers Truss, Inc., Fort Pierce, FL o.24u s uec. b zuio MI t eK inausmes, mc. vvea mpr slu:-r4:-i4 zu-ia rage i I D:_etCl cxC3ixVV?hu is?ypJyuFUK-5LYQL7der6 i lKihvG?UX7DjAgLgCU 1 QQ3FNnVuzUSgt 11-0-0 6-7-15 10-0-0 15-2-14 204-0 24-0-0 27_4-1 34-0-0 95-0 q -0-0 6-7-15 3�-1 5-2-14 5-1-2 38-0 3_-1 6-7-15 Scale=1:58.6 4.00 4x4 &4 2x3 II 4x8 = = 3x5 = 3x8 = 3x6 = 6x8 = :3x6, = 3x4 = 3x5 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 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 rile BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc puriins. 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=-249(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=-565/607, 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 WEBS 3-15=-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, Extedor(2) 19-2-5 to 28-9-11, Interior(1) 28-9-11 to 31-7-3, Exterior(2) 31-7-3 to 3570-0 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 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 joints) except Qt=lb) . 2=430, 9=249, 13=928. WalterP. Finn PE'No.4839 kTek USA, Inc. FL dent 6634 8964 Parke East Blvd: Tampa 'L 33610 ,Dater Apri13,2019 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/031201SBEFORE 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, chard members only. Additional temporary. and 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 . ANSIfTPH 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 T16686483 M11323 GRA HIP 1 1 �M`11323 Job Reference (optional) Chambers Truss, Inc., Fort Fierce, FL o. u s ucc o cu ,o ,.,,, un ,,,00w .., ,.— . F. I D:_etC1 cxC3ixVV?huls?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7L1 KzUSgs 1-0-0 8-M 11-1-1 17-0-0 18 6-0 22-2-2 26-0-0 34-M 5-0- -008-0-0 3-1-1 5-10-15 1 6-0 3 8-2 3-9-14 8-0-0 -0-0 Scale=1:60.6 44 = 11 14 3x5 — 3x6 II 3x6 = 6x8 3x6 = 6x8 = 4x4 = 6x8 . = IF 7-6-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. w BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 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 Ito 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 atjoint(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, 9A1=-106/363, 11-14=-193/412, 14 17=-94/271, 19-21=-143/272 . BOT CHORD 2-29=-247/677, 27-297--189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108, WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=72412/1474,18-24=-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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live.load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2,1168 lb uplift at joint 27, 1495 lb uplift atjoint26 and 625 lb 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 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'. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22939. WTek USA; Inc. FL Cert6634 69114 Parke East Blvd. Tampa FL 33610' Date:: April 3,2019 rinrri ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use onlywithVITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ' building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M 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' ANSI/TP/1 Duality 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 :Ply M11323 T16686483 M11323 GRA HIP, 1 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 ID:_etC1 cxC3ixW?hu ls?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7L 1 KzUSgs LOAD CASE(S) Standard 1). Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11 =-1 26(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert:29=-641(F) 24=-641(F) Job Truss Truss Type City ® WARNING - Vedfy deslgn'parametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTeMb connectors. This design is based only upon parameters shown, and Is (or an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly,incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or. chord members only. Additional temporary and permanent bracing M (Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 T16686484 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL B.24U 5 Uec b 2uit1 MI I eK Industries, Inc. Wed Apr d lu:"14:1 I zu"ly rage i ID:SrRaEyyrgD4M78G4raWBLWyuFUJ-VwDYz9gX71PtBAPUy8lEksLa8YgehNuslDcR6DzUSgq n1-0-0 8-M 13 8-0 17-0-0 20-4-0 26-0-0 34-M a5-0-Q o 8-0-0 5-8-0 34-0 3-0-0 5-8-0 8-0-0 1 z Scale =1:58.6 4.00 12 5x12 MT18HS = 3 4x10 = 2x3 11 44 = 23 4 5 6 2x3 11 7 24 5x12 MT18HS = 8 16 15 14 . 13 12 11 . 4x6 = 3x6 II 5x6 = 6x12 = 6x12 = 5x6 3x6 II 46 = 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-M Plate Offsets (X,Y)-- [3:0-9-0,0-2-81, [5:0-3-0,Edge), [8:0-9-0,0-2-8) . . . . . LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) . I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 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 FBC2017[TPI2014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puriins. • 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=1269/0-8-0, 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 (lb) or less except when shown.. . TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=r129612589, 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, 4714=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8-11=432/1204,6-14=-1463/2814,6-13=-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=3.0psf; 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. MO. psf bottom chord live load nonconcurrent with any other live "loads. 6) ' This truss has been designed fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2; 2590 Ib"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 device(s) 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 WalterP. Finn PE No.22639, Uniform Loads (plf) MiTek USA, Inc. FL CeR 664 Vert: 1-3=-54, 3-8=-1 31 (F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 6904 Parke East'Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. IW0312015 BEFORE USE.. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, .not �'' a truss system. Before use, the building designer must verify the applicability of design parameters and properly.incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal injury and property. damage. For general guidance regarding the . fabdcation,:stoiage, 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 36616 Job Truss Truss Type Qty' Ply M11323 T16686484 N111323 GRB HIP 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 I D:SrRaEyyrg04M78G4raWBLWyuFUJ-VW DYz9gX71 PtBAPUy81 EksLa8Ygeh Nus[DcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) WARNING - Verity design -parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1WO312015 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. Additionaltemporaryand 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL, Job Truss Truss Type Qty Ply M11323 T16686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) chambers I russ, Inc., I-ort Nierce, FL .. ... o.zvu s uec o zu-la mr i eK maustnes, mc., yveu mpr o iu; rv; i r cu ia. rage i ID:x17iSlzTbJCDIIrGPHIQukyuFUI-VwDYzpgX71PtBAPUy81EksLkpYzDhbOslDcR6DzUSgq -1-0-0 2 0-0 1-00 2-00 O 3x4 = 2-0-0 2-0-0 Scale = 1:7.8 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 0.18 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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 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 (Ib) 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 10.0psf 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-O.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 Ib uplift at joint 3, 136 lb uplift at joint . 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.21839, MiTek USA; Inc. FL$ert 6634 6904 Parke East Blvd. Tampa FL'33610 Date:, Apri13,2019 AWARNING -Verity design parameters andREAD NOTES ON THIS AND INCLUDED sm MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy"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 properly damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323' T16686486 M 11323 J4 MONO TRUSS 8 1 Job Reference (optional) L,namoers truss, Inc., rorr merce, rL 1-0-0 3x4 = o.44U J UtlL o zu 10 Ivil 1 un 111—u—, I, HP, ray. , I D:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-i6nwAUg9uKXkpK_gVrYTH3trCyFmQ2G0_tL?efzUSgp 4-0-0 4-0-0 Scale=1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): I/deft Ud 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 DO_L 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 FBC2017frP12014 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=104(LC 10) 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.Opsf; 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 8, 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) oftruss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint . 2 and 7 lb uplift at joint 4. Walter P. Finn PE No.22839- MiTek USA; Inc. FLCeit6634 :6904 Parka East Blvd. Tampa FL 33610 Date:. April 3,2019 .AWARNING -Verily design'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. __ ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is. for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIfTPN 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 Qly Ply M11323 T16686487 M11323 J6 - MONO TRUSS 8 1 Jab Reference (optional) Chambers -I Russ, Inc., Fort Pierce, FL d.Z4u S Uea 6 zuid MI I eK industries, Inc. Vyea Apr 3 IU:14:IU Zuly .Page 1 ID:tP6jtzJ7xSz_c_fXi4uz9yuFUGSJLJOghnfefaQUZt3Z3igHQ1 RMTj9VW9CX5YA5zUSgo 1.0-0 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/deft Lid 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 Incr YES WB 0.00 Horz(CT)' -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 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 SOT 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(LQ 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. 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 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 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. WalterP. Finn PE No.22839: MiTek USA; Inc. FL 66rt6634 6904 Parke East'Blvd. Tampa FIL 33610' Date: April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not� a truss system. Before use, the building designer must verify the applicability of design parameters and properly.incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek-' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,'. storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 Qty Ply M11323 T16686488 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) cnamoers I russ, Inc., rorc fierce, rL ... .. .....r ID:tP6jtzj7xSx_c_fXi4uz9yuFUG-SJLJOgF nfefaQUZt3Z3igHQzMMbu9VW9CX5YA5zUSgo 1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.4 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 Horc(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 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(LC 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=1.65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. ll; 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 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MIWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trusshas 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 175 lb 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; Inc. FL cerf9834 .6904 Parke East Blvd. Tampa FL 33610. Date:. Apol 3,2019 AWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03(2015.BEFORE USE. Design valid for use oniywith MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation,.storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPH 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 T16686489 M11323 KJ8 MONO TRUSS 4 1 �M111323 Job Reference (optional) Gnambefs Truss, Inc., Fort tierce, rL 8.240 s meet: d cd io nvI i en Industries, um, Vved Ap d . . is rage,, I D: Lcg54J?LuEancrhZr4Qb7WMyuFUF-wVv_hbAiPQynR2d83dGaxMUzDGmyGurclRBg6iYzUSgn 1-5-0 7-3.4 11-3-0 1-5-0 7-3-4 3-11-12 Scale=1:20.3 3x4 - 5 3x4 = 7-3.4 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . IUdefl Lid 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) -9.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Hori(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 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 2k4 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=46610-11-5, 6=576/Mechanical Max Hors 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. II; 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.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 gitder(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 (plo 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=10)-to-5=-56(F=-18, B=-18) Walter P. Finn PE No.22639, kTek USA; Inc. FL Cert 6634 :6904 Parke East Blvd. Tampa FL 33810' Date: Apri13,2019 A WARNING - Ver/fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component,not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly,incorporate this design Into the overall . building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• ' Is always required for stability and to prevent collapse with possible personal Injury and. property. damage. For general guidance regarding the fabricaton,.storage, delivery, erection and bracing of.trusses and truss systems, see i ANSI/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/; 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. 0-1/1e I J For 4 x2 orientation, locate plates 0- 'r19' 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 4 x 4 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 �r output. Use T or] bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, . Guide to Good Practice for Handling,... • Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 of O 2 U d O I- 0 of O U a O I- 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 ,e MiTek � MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 � General Safetyldotes Failure to Follow Could Cause Property Damage;or Personal Injury, 1. Additional stability bracing for truss system, e.g. diagonal orX-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 altemative'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 ANSIrrPI.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.