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HomeMy WebLinkAboutTruss®=LIFE SAFETY WARNING Thic cvmhnI irlantifinc I ifa Cnfnfv \A/nrnirnnc f+.,+ ok, ,.1,4 k ......4 TRUc-SES FOR THE FIRST MODEL SH ULD BE SHIPPED AND SUCCESSFULLY SET BEFOUL ANY MORE TRUSSES ARE BUILT FOR T-IAT MODEL --------- -- ------- SUPPLIED BY BUILDER ^_- 15'-10" 5'A' g �} AT A HEIGHT OF 8'-0" ABOVE FINISHED FLOOR GARAGE LEFT -4" 5'-4"-- — -- _ 15'-10" GARAG E RIGHT 18 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT 9E STARTED UNTIL THIS AGREEMEN71g g10NED 8 RETURNED .The Undersigned acknowiedge8 and agrees: 1. Trusses will be made In strict accordan �— whkhls the Sole allf oy for determining. successful fabricstruss Pia trment d la 2, All dimensions In this layout diagram layout, .3. Unless written notice le Providedob been by fhe undersigned. days of delivery the undersigned a y rttaed mall to Chambers Truss within tan (10) such written notice Is furnished Chambers that no Trues shelf aye tes 113bebrass1j1 ad•.In the event to begin repalre required, or to subadN,te other trusses, et ChembareJoptl�Snesa days in which 4. The undersigned bake. It Is the receipt of "ecs, 1.03"summary sheet by TPI & WTCA. ti. Delivery b to Job site. It Is the buys -a ma delhrery, Chambers Truss has the sole authority to determine the suitability of Of poneermi(bliny tt make the Job eke suitable for Thbnsite Or , a Is rhe esponsible onsible for adb she for ditional deliveChambers r ass will ba responsible for clump dthe elivery only, because Job ekela riot Prepared for daily Buyer Is responsible to Chambers Trues for o rn buyer is R Chambers Truss very oofrimase$, 9 po en1' or buyer la not prepared for delivery ' e Pdce so shown In paragraph 7 below Is sub mats due to site wntll0ons. this. layout A $50 per hour fee for revisions may be Chao change n any ch,,g4 are, made In 7: This Is a PURCHASE ORDER fo Chambers, T get' of the sum eTruss. agreement a reasonable price, Involoe will be made on delivery and paid wi hin termsofn t� on delivery. Invoice may. be made of scheduled date of. delvery It buyer cannot accept' delivery of fabricated trusses. The undersigned agrees to pay Chambere,7ryse reasonabia attomey's fee for wllecttons In event of e charge will be added for all sums not paldawmentteot timely made, 1-12 •/,,par month service • B. Signature or of anywhere on this sheet constitutes agreement to all tome herein. Ban consideration of Chambers Truss extending credh for this material the undaralgnad I Chamber$ Try guarentees payment when due of any and all Indebtedness th eu owed to " ! chembere Tors by any horny receWing material and the undersigned agrees to pay such Indebtedness Inctuc7ng ekomeye fees, If default In payment for material be made by the recipient �., 10. In the event o1 any litigation concerning this agreement, the items fumbhad hereunder be payments referred to herein, the. parties agree thoridaat the sole venue for any such heeaction will I be Saint Payments a Count', heroin 11. Design responsibilities are per'Nedonal Standard And RatommendedGuldellnas On Responsibilities For Construction Using Metal Plate Connected Wood Trusses 4NSI/TPIANTCA 4-2002"- GATED SIGNED FOR_ — TITLE '�...." AsPreaderbarmaybehec"Per y'BCSI1-03 h1 Multiple ply trusses must be fastened togetherer engineering eeri before they are set, failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save life �\ and Property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses, Trusses must be aatand braced peitlesign to prevent injury& damage, Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on truss__, Ihls can cause collapse. DO NOT SE7TRUSSES USING THIS LAYOUT LSE LAYOUTDELIVEREDWITH TRUSSES TO SET TRUSSES C�iAIVIBERS TRUSS INC 3105 Oleander Avenue Fort Plercei Florida 34982.6423 800-551-5932 Fort Pierce 772.405.2012 Fax 772-465.8711 Vero Beach 772469-2012 Stuart 772.286-3302 � •„_� era... nYau0=00roll-QS'COM j. The Architect's or Architect's representative's shop drawing approval is NOT a "double. check" of the contractor. The contractor shall remain responsible for checking field measurements and other construction criteria. Architect's approval covers general roof shape review of truss strapping,' arid loading on structure from gravity and uplift toads and their res a t'va locafi ns. Approved sy: U&I Date: Braden & Braden A.I.A. P.A. 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake ILoading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 4.2 I IBottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 37 T2 IDuration Factor 1.25 Wind Speed 165mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 12'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 r1u.L.-mestraining ueaa Load G.13.=Gontlnuous Bracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Desi ner and /or_Enaineer of Record_ Chambers Truss Inc. Drawing Name: M11412 Scale: 1 /4 = 1' 73 total trusses, 18 different trusses. MI 4: RLC ACAD: RLC Reviewed By: Date:11/14/16 Revised: 1 w` FOR CODE Cc WYNNE DEVELOPMEff bCC DESCRIPTION: .��y3� %STERLING PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M114.12 3 ? Oaf enab site information: . .Customer: Wynne Development Corp Project Name: Sterling Lot/Block: Model: Sterling Address: unknown Subdivision: City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design: Code: FBC20.17/TP12014 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 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Desig n er this s conforms to 61 G15-31.003, section 5 of the Florida Board of Professional n eI R c� No. Seal# : Truss Name Date i. 999999��� 1 T17089636 a 5/17/2019 . 2 T17089637 al 5/17/2019 3 T17089638 62 5/17/2019 REVIEWED FOR 4 T17089639 5 T17089640 a3 a4 5/17/2019 5/17/2019 CODE COMPLIANCE 6 T17089641 . ' a5 5/17/2019 ST. LUCIE COUNTY 7 T17089642 ata 5/17/2019 8 T17089643 atb 5/17/2019 -- 9 T17089644: atc 5/17/2019 10 T17089645 bha 5/17/2019 11 T17089646 gra 5/1.7/20119 , NOV 2 7 l9 F.. 12 T17089647 j2 5/17/2019 13 T17089648.: j4 5/17/2019 14 T17089649 j6 5/17/2019 ST. Lucie County,. Permitting 15 T17089650 j8 5/17/2019 16 T17089651 ja8 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 The truss drawing(s) referenced above have been prepared by. MiTek USA; Inc under my direct.supervision based on the parameters provided by Chambers Truss. . Truss Design Engineer's Name: Alban!, Thomas 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 the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken:into.account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the.designs for any particular building.. Before use, the building designer should verify applicability of design parameters:and properly incorporate these designs into the overall building design per.ANSI/TPI 1, Chapter 2. 1 of 1 ��•,��••.�;\G-ENS :'. 'STAT 0 �i ,���I/IFI11 1 F1:336.10 May 17, 2019 Job Truss Truss Type Qty Ply CARLTON 299 T17089636 11412 A SPECIAL 1 1 Job Reference (optional) cnamoers i russ, Inc., Tort Tierce, rL a.13u s mar 11 2uitt ant i eK maustnes, inc. rrt mays f ua:24:4z zula rage i ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-NAHvKB_yG3EunxpeSyh NILphFkDO5a9YtxgjMmzFeBJ �1-0-0 8-6-0 810-0 13-8-0 19-5-3 26-2-0 28-9-4 36-0-0 $7-0-9 Ir-0-O 86-0 1 4-0 3-10-0 5-9-3 6 8-.13 2-7-4 7-2-12 -0-0 Scale = 1:63.0 5x8 = 4x5 = 4x6 = 4x5 = 4.00 12 3x6 \\ 3 4 24 255 6 7 5x12 MT18HS = 26 27 8 3xd 16 15 4x4 = 3x4 3x6 = 3x4 _= 5x8 = 2.00 12 4xl0 Zz 9-10-0 1 13-8-0 19-5-3 24 6-0 26-2-0 36-0-0 9-10-0 3-10-0 N. 5-0-13 18-0 9-10-0 Plate Offsets (X,Y)-- [2:0-0-2,Edge); [4:0-5-4,0=2-8), [6:0-3-0,Edge), [8:0-9-0,0-2-8), [10:0-2-10,Edge), [15:0-1-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% r LUMBER - TOP CHORD - 2x4 SP M 30 "Except' 6-8: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421,10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-535/785, 5=15=-975/733, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1260/1909, 8-12=-45/349, 9-12=-319/328 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(!) 2-7-3 to 37-0-0 zone;C-C far 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) 10 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 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Alban PE No.3938D MiTek.USA,'InC.+L`Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date;' May 17,2019 ® WARNING -Verily design parametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, OSS-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply CARLTON 299 T17089637 M11412 Al SPECIAL 1 1 ' Job Reference (optional) unamoers I russ, Inc., ron vierce, rL ii.lsu s mar i i zuits rat i eK mousmes, mc. rn may. i i ua:zv:ga zu is rage i ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-rMrHXX_al JMIP50r?gCcHYMx78Zbg7_i6bPGuDzFeBI �1-0-0 8-M 11-10-0 18-7.4 24-2-0 28-9.4 , 36-0-0 17-0 Q I�-0-0 8-6-0 3�-0 6-94 5 6-12 4-7� 7-2-12 -0-0 Scale=1:63.0 5x6 = 4.00 12 4 22 3x8 = 5x6 = 5 23 6 14 13 3x4 II axa It 3x6 = 3x4 = 5x6 2.00 = 12 4x10 8-0-0 13 8-0 18-7 4 24-0-0 28-9-4 36-0-0 8 6-0 5-2-0 4-11 4 _1 0--12 4-0-4 7-2-12 Plate Offsets (X,Y)— [2:0-0-2,Edge]; [8:0-2-10,Edge], [13:0-3-0,0-3-0] 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 0.61 Vert(LL) -0.58 - 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL ' 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141,13-14=-1610/2666,12-13=-2399/3926,11-12=-2400/3924, 10-1 1=-3499/5680,8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777, 4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449, 7=11=-641 /463 Structural wood sheathing directly applied or 2-7-2 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at 111 5-13 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 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) 8 considers parallel to grain value using ANSUrPI 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 846 lb uplift at joint 2 and 846 lb uplift at joint 8. Thomas A. Albeni PE No.39380 MiTek.USA Inc: -FL CerF6834, 6904 Parke East Blvd. Tampa FL.33610 Dater May 17,2019 AWARNING -Verify 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 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 M iTek' ' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrcalion, 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, Alexandra, VA 22314. Tampa, FL:36610 Job Truss Truss Type City Ply CARLTON 299 T17089638 M11412 . A2 SPECIAL 1 1 ' Job Reference (optional) 0 Chambers I ruSS, Inc., port Pierce, hL d.IJU s mar 1 1 LU l0 mi I eK inausrnes, Ins. rn may 1 r umzgL 99 zu iv rdye i ID:kFvnsnOwY419Zh0 _niM3lc6ylJ9g-JYPgit?CocUcOFzl ZNjrgmu6RYvxZXarKF9gQfzFeBH 8--0 2-2-00 0 28-94 36-0-0 $7-0-Q�-0 10-0 2 -0 NO 4 -0434 7-2-12 1-0-0Scale=1:63.0 Ann 5x6 3x4 = 5x6 = ' 4 5 6 4x6 15 14 7x8 MT18HS _ 3x6 = 3x4 II 5x8 = 2.00 12 4x10 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC . 0.58 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) BCDL 10.0 Code FBC2017[TP]2014 Matrix -MS Wind(LL) 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=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3.146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-9.16/581, 5-13=-261/668, 6-13=-588/1003, 7-13=-2219/1408, 7-12=71137/1893, 8-12=-628/443 4-3-4 7-2-12 in (loc) I/deft Ud PLATES GRIP -0.55 11-12 >779 360 MT20 244/190 -1.03 11-12 >419 240 MT18HS 244/190 0.39 9 n/a n/a 0.77 11-12 >564 240 Weight: 167 lb FT = 20% Structural wood sheathing directly applied or 2-7-0 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 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) 9 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 846 lb uplift at joint;2 and 846 lb uplift at joint 9. Thomas A. Alfini PE No.39380 MiTek USA,'Inc.-FL Cert:8694 6804.P4rke East Blvd. Tampa FL.33610 Data - May 17,2019 ® WARNING - verily deslgn.parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.PAGE MI1-7473 rev. 10/0312015 BEFORE.USE. Design valid for use only with MiTek® a connectors. This design Is based only upon parameters shown, nd 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 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?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, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply CARLTON 299 T17089639 M11412 . A3 SPECIAL 1 1 Job Reference (optional) Gnanlbers I russ, Inc., tort Fierce; rL d.70u s mar I I Zu Irs mi i ex inausmes, Inc. rn may i r ua:cy:va zu,a rage i I D:kFvnsnOwY4l9ZhO_nM3lc6ylJ9g-nkz2yDOgZwcTePYD75E4NzRI RxFCI_W_ZvuNz5zFeBG 1-0-0 86-0 15-1Of 20-2-0 24�-0 28-11 36-0-0 37-0 Q 00 86-0 %7 -0 4� 7-2-12 I-0-01 �1 0 Scale: 3/16"=1" 4.00 12 5x6 = 5x6 = 4 5 15 ,1 I 5x6 3x4 4x10 2= 3x5 = .00 12 8-6-0 13 8-0 20-2-0 24-6-0 28-9 4 36-0-0 8-6-0 5-2-0 6 6-0 4-0-0 4-354 7-2-12 Plate Offsets (X,Y)-- [2:0-1-2,Edge), [3:0-4-0,0-3-0), [7:0-3-0,Edge], [9:0-2-10,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 _11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/160 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12 >551 . 240 Weight: 167 lb FT = 20% LUMBER- - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306,:3-14=-866/626, 4-13=-285/671, 5-13=-379/702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 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=12ft; B=59ft; L=36ft; eave=5ft;.Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 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) 9 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 846 lb uplift at joint 2 and 846 lb uplift at joint 9. Thomas A. Albeni PE No.39380 MiTek.USA, Ind.,fL Cett 8834 6904.Paike East Blvd. Tampa FL.33610 Date;• May 17,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MI1.7473 rev. 1010312015 BEFORE. USE. Design valid for use only with •MiTekO cdnnectors. 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 properly, 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 M610 Job Truss Truss Type Qty Ply CARLTON 299 T17089640 M11412. , A4 SPECIAL 1 1 Job Reference (optional) Gnamoers truss, Inc., tort tierce, tL o. isu s mar 7l zu io MI I eK Inuu5lnes, mc. rn May_ it uy:c9:90 cu it, rdye r ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-FxXQ9Y.I.TKEIKGZ7QhomJvB_SgLbV1NY8oZewVYzFeBF 1-0-0I 8-6-0 13 8-0 18.0-0 24 -0 28-' 4 36-M a7-11 8-6-0 5-2-0 44-0 6-6-0 4-3-4 7-2-12 -0-0 Scale: 3/16"=l' 4.00 12 5x6 = 6 �186 tc, 0 16 15 3x12 3x5 3x4 I 5z8" - 4xl0 c Zoo 12 7-2-12 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 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 Rep Stresslncr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MS Wind(LL) 0.84 13 . >513 240 Weight: 170 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc'pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0,10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315,.3-15=7799/546,5-14=-344/260,6-14=-731/1202,7-14=-3120/2048, 7-13=-113011972,9-13=-559/376 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=12ft; B=59ft; C=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterio' r(2) 18-0-0 to 21-7-3 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) 10 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 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Albeni PE No.39360 MiTek USA,:Inc.-FLCert:6634. 19H Parke East Blvd. Tampa FL:33610 •Date;' May 17,2019 AWARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MI1.7473 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 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 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 ANS11rP/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 CARLTON 299 T17089641 M11412 A5 SPECIAL 7 1. . Job Reference (optional) Lonamoers truss, inc., i-on Fierce, rL o. i3u s mar i i Lu to ivtt t eK muusures, urc. rn iwdy i r ua.cv cu - rdye i ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-j74oNu 154XtBuiicEVHYSOWdPlxkmgjH I DNU.1_zFeBE 1-0-0 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0- O-0 8-6-0 5-2-0 4-4-0 .6-6-0 4-3-4 7-2-12 -0-0 Scale=1:61.9 4.00. 12 5x6 = 6 �1 0 16 15 4xiu 3x5' = 3x4 11 5x8 = 2.00 12 4x10 = 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 _ _ 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Offsets (X Y)-- [2:0-1-2 Edge] 18:0-3-0 Edge] [10:0-2-10 Edge] [15:0-2-12 0-3-01 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATE_ S GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240: MT18HS 244/190 BCLL 0.0 Rep StressIncr YES WB 0.95 Horz(Cf) ' 0.42 10 n/a n/a BCDL 10.0 Code ' FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 : >513 240 Weight: 170 lb FT = 20% LUMBER- BRACING - TOP CHORD" 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3. REACTIONS., (lb/size) 2-1386/0-8-0, 10=1386/0-8-0' Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD. 2-1 6=-1 931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=499/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 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=12ft; 6=59ft; L=36ft; eave=5ft;.Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 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 atjoint(s) 10 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 846 lb uplift at joint:2 and 846 lb uplift at joint 10. Thomas A. Albadi PE No.39380 MiTek.USA, Inc. FL'Cerfils34. 6904,Faike East blyd. Tampa FL;,33610 Dater May 17,2019 ® 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,M!Tek® 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 MITeI(- 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 ANSI1`TP/1 Quality Criteria, DSB-69 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 CARLTON 299 T17089642 M11412 . ATA COMMON 7 1 Job Reference (optional) Gnamoers truss, Inc., tort coerce, I-L o. wu s mdr r r a ro rvn r an umubuleb, I.— n i —y . U. I D:kF.vnsnOwY419Zh0_nM3lc6ylJ9g-BJeAaE2jr(12VsHooDon_c3p79KOVMSRFt71 ZQzFeBD 1-0-0 8-1-1 13-10-2 18-M 22-1-14 27-10-15 36-0-0 7-0- -0-0 B-1-1 5-9-1 4-1-14 4-1-14 5 Scale=1:61.0' 4.00 12 5x6 = 6 17 15 14 12 3x8 = 3x4 II 4x6 = 3x8 = . 3x8 = 4x6 = 3x4 II 3x8 = 8-1-1 5-9-1 36-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (!oc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 '14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL .0.0 Rep Stress lncr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SID No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOT CHORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/27.1 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at joint 10. Thomas A.,Alhani PE No.39380 MiTeo.SA, In'fL Cert:6634 6904 Parke East Blvd. Tampa FL.33610 t)ate;• May 17,2019 AWARNING - Verity desfgnparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MIIJ473 rev. 1010312015 BEFORE. USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possible personal injury and properly 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 Jab Truss Truss Type Qty Ply CARLTON 299 T17089643 M11412 , ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 8-1-1 -0-0. 8-1-1 18-0-0 22-1-1 4.00 12 5x6 = 6 .... d.13u s Mar 11 zult5 MI I eK mc. r-rl May it uu:z4:4y zu-Iu rage i 7MwJOXpcIMZkbEoXaUXsa6szFeBC 36-0-0 $7-0- 8-1-1 -0-I Scale=1:60.9 18 " 16 15 14 .- 12 3x53x4 II 3x6 = 6x8 = . 6x8 = 3x6 = 3x4 11 3x5 = . _ 27-10-15 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-14 REACTIONS. All bearings 0-8-0. 1 5-9-1 1-3-14 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.37 Lumber DOL 1.25 BC 0.40 Rep Stress Incr YES WB 0.68 Code FBC2017/TPI2014 Matra -MS 6-8-0 0-3-14 5-9-1 8-1-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.10 18-21 >999 360 MT20 244/190 Vert(CT) -0.22 18-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT = 20% (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except at=Ib) 2=433,14=866,10=240. Thomas A. Albani PE No.39380 MiTek USA, Inc: fL Cert 8634 6904 Parke East Blvd. Tampa FL.33610 D_ aW, May 17,2019 AWARNING - Verify design parameters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE.USE 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 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 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 ANS11rP/1 Quality Criteria, DSB-69 and BCS/ Building Component 6904 Parke East Blvd. Safety Information .available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. a Tampa, FL 36610 Job Truss Truss Type City Ply CARLTON 299 T17089644 M11412 . ATC COMMON 1 1. Job Reference (optional) cnamoers i russ, inc., ron vierce; rr. o. 10u ­m , , cu ,o iv- — ­­.y. ,, . ray. , I D: kFvnsn OwY419Zh O_nM3lc6y I J 9g-8imx?w4zNSFmIAQBwegF418C6y4gzF njj Bc8eJzFeBB Vol -1 13-10-2 18-0-0 22-1=14 , %10-15 _ 36-0-0 37-0-Q -0-, 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0' Scale=1:60.9 4.00 12 5x6 = 6 3x5 = 3x4 11. 3x6 = 6x8 — 6x8 = '3x6 = 3x4 11 3x5 = 8-1-1 5-9-1 1-3-14' . 6-11-14 0-0-9 5-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22,18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a. BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 36-0-0 PLATES GRIP MT20 244/190 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly, applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except at=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joints) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=A 6/332 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1=0-0 to 2-7-3, Interjor(1) 2-7-3 to 18-0-0, Exterior(2) 1870-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in'all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 15 except at=lb) 2=433,14=866,10=240. 1 � IT 0 Thomas A. Alban PE No.39380 mTek;USA, lnc' FL Cert 6634 6904 Paike East Blvd. Tampa FL,33610 Date:' May 17,2019 AWARN/NG -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 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 . ANS/17P/1 Quality Criteria, DSB-09 and BCS/ Building Component 6904 Parke East Blvd. Safety/ntormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply CARLTON 299 T17089645 M11412 , BHA COMMON 1 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-45uhQc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 16-0-0 24-0-0 1-0-0 8-0-0 12.0.0 14-0-0 156-0 18-0-0 20-0-0 22-0-02 10-1 28-0-0 36-0-0 7-0.0 -0+0 8-0-0 4-0-0 2-0-0 1.6-0 0.6- 2-0-0 2-0-0 2-0-0 0-10-1 4-0-0 8-0-0 -0-0 1-1=1 Scale: 3/16"=.1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR P OPERLY CONNECTED PURLINS AS SPECIFIED. 5x6 = 9 12 14 7x10 MT18HS 7 16 5 18 7xl0 4.00 12 3x6 5 = 5x — 3 0 17 20 U) �1 2 21 22 N A rj IM bad 28 27 26 25 24 23 3x6 14x6 = 6x8 = 6x8 = 3x6 I I ' 3x5 = 3x6 =' 3x6 = 15-6-0 22-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 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 WEBS 1 Row at midpt 20-25 2 Rows. at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except at=length) 25=0-11-5. (lb):- Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), . 21=757(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718, 10-11=-213/718, 11-13=-213/718, 13-15=-213/718, 15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-979/756,3-28=419/1254,3-26=-3236/1698,20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 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=12ft; B=59ft; L=36ft; eave=5ft; 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) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 26, 1259 lb uplift atjoint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967'lb down and 461 lb up at 28-0-0, and 967 Ib 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. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Milani PE No.39380 MiTek USA, Ind.., FL Cert 9634 6904 Parke East Blvd. Tampa FC.33610 Date: - May 17,2019 t5brStandard .AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE M11-7473 rev. 1010312015 BEFOREVSE. 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 ANSI/TP/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 CARLTON 299 T17089645 M11412 , BHA COMMON.. 1 1. Job Reference (optional) Chambers I cuss, Inc., Fort Pierce; FIL 8.13U s Mar l l 2U18 MiTek Industnes, Inc. Fri May 17 U9:24:5Z ZU19 Page Z I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-45uhQc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=47(F=27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641 (F) 23=-641 (F) A 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 i• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Milk" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITP/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 CARLTON 299 T17089646 M11412 , GRA HIP 1 1 ` Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 6.13U s Mar l l 2U19 MI I eK mQustneS; InC. Fri May it uu:L4:bs zule rage l ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8 �1-M 7-10-0 13 8-0 18-0-0 22-0-0 28-2-0 , 36-0-0 _ �7-0-9 -0-0 7-10-0 5-10-0 4�-0 4�-0 5-10-0 7-10-0 -0-0 Scale=1:61.9 5x8 MT18HS = 4.00 12 3x4 II 3 22 23 24 25 426 5x8 MT18HS = 5x8 = 3x4 II 27 5 28 629 30 31 32 33 7 15 34 14 13 35 36 37 38 12 3911 40 10 3x5 = 3x4 II 4x6 = 6x12 = 6x12 = 4x6 = 3x4 II 3x5 = 7-10-0 13-8-0 5-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 10-21 . >999 240 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 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311,13-15=-201/342,12-13=-246/452,10-12=-1588/2818,8-10=-1578/2786. WEBS 3-15=-181/648, 3-13=-2568/1568, 4-13=-640/587; 5-13=-2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375, 7-1 0=-1 84/651 7-10-0 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 3-4-6 oc purlins. Rigid ceiling directly applied or 5-7-0 oc bracing. 1 Row at midpt 3-13, 5-13 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=12ft; B=59ft; L=36ft; eave=5ft; 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 10.0 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 292 lb uplift at joint 2, 2107 Ib uplift at joint 13 and 799 lb uplift at joint 8.. 8) Hanger(s) or other: connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 Ib up at 14-0-12, 103 lb down and 170 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 lb up at 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12; 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at •21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down and 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albenj PE No:39380 MiTek .USA, Inc. -FL Cart6634 , 69D4 Parka East Blvd. Tampa FL•33610 Date;• May 17,2019 AWARNING - Verify des/gn'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII.7473 rev. 1010312015 BEFORE. USE. Design valid for use only with IMiTek® 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 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 CARLTON 299 T17089646 M11412. GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce; FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) .Vert:3=-137(B)5=-103(B)7=-137(B)14=-49(B)15=-389(B) 10=-389(B) 11=-49(B)22=-103(B)24=-103(B)26=-103(B) 27=-103(B) 28=-103(B) 29=-103(B) 31=-103(B)33=-103(B),34=-49(B)35=-49(B)36=-49(B)37=-49(B)38=-49(B) 39=-49(B).40=-49(B) .,AWARNING - Verffy deslgn_parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 ANS11TPH 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 CARLTON 299 T17089647 M11412 . J2 ' MONO TRUSS 8 1: Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 100 1-0-0 8.13U s Mar 11 ZU18 MiTek Industries, Inc.. Fri May 11 U9:24:54 21.179 Page ID:kFvnsnOwY419Zh 0_nM3lc6ylJ9g-OT7RrH7URhIBDnky9UvBEtJwBaWVVDKJepaLn4zFeB7 2-0-0 2-0-0 . 4 3x4 = 2-0-0 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 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 p 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 FBC20.17/TPI2014 Matrix -MP Wind(LL) 0.00. 7 >999 240 Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins., BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechaniical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC,12), 2=-136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141(LC . 1), 4=31(LC 3) FORCES. (Ib) -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=12ft; B=59ft; L=36ft; eave=5ft; Cat. ll; 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 27 lb uplift.at joint 3,136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Thomas A: A_ lbafii PE No:39380 MITeli'OSA, Lrl Cerk(IU, 0,04Parke East Blyd. Tampa FL.33610 ' Date;. May 17,2019 'AWARNING -Verify design: parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MII.7473 rev. 1010312015 BEFORE.USE.: Design valid for use only with.MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��' a truss system. Before use, the building, designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual 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 propertydamage. 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 CARLTON 299 T17089648 M 11412 . J4 MONO TRUSS 8 1. Job Reference (optional) L;namoers I cuss, Inc., I. Fort Fierce, rL -01 o. iau s, Mani I Lino MI I ex InuUsrnes, mu. rn iviay i r vv.z"o9"ra rays I D:kFvnsnOwY419ZhO—hM3lc6ylJ9g-OT?RrH7U Rh1BDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 4-0-0 , 3x4 = 4 scale=1:11.1 r 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 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 FBC2017ffP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to-3-10-4 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. $) `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 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Albani PE No.39380 .T USA, Inc: FLCert 6634 69114 Parke East Blvd. Tampa FL.33610 Date, May 17,2019 .® WARNING . Verity designpar-ameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.PAGE Ml1.7473 rev. 10/03/2015 BEFORE.USE. Design valid for use only with ivliTekO 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 ANSI/TP/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 CARLTON 299 . T17089649 M11412, J6. ... MONO TRUSS 8 1 Job Reference (optional) Lmamuers truss, inc., : rOn Merce; rL b.IJU s mar 11 zulC will I eK Inousmes, mc, :rn May l t uu:z4= zule rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-UgZg2d86C?t2rxJ8iBQRn4s2Dzg9egaTsTJvJ WzFeB6 1-0-0 6-0-0 1-0-0 6-0-0 . Scale=1:14.6 ... 3x4 - .. .. 4: .I 6-0-0 . 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL T.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 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 Wind(LL) 0.11 : 4-7 >639 240 Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M'30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC 17); 2=275(LC 1), 4=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Exterior(2),-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 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 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. k6a' ni PE No.39380 MiTek & Inc; FL Cert:$834 6904.PaikeEast Blvd. Tampa FL.33610 Date;+ May 17,2019 AWARNING - 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 M!TekO connectors. This design is based only upon parameters shown, arid 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 ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. - Safety/nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply CARLTON 299, T17089650 M11412 , J8. MONO TRUSS 11 1. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:55 2019 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-ys7CGz8kzl?vT5uLGuxgJ109wN64N7pc573SryzFeB5 8-0-0 8-0-0 Scale=1:17.4 3x4 4 7-0-0 8-0-0 7-0-0 1-0-0 Plate Offsets (X,Y)-- [2:0-3-14,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1..25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ' 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12). 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(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=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 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 fora 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 arean 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 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek .USA, Ino: FL" Cert 6634 -69D4 Plake East Blvd. Tampa FL.33610 Dates May 17,2019 AL WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, avid Is far 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 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 CARLTON 299 T17089651 M11412 , JAB MONO TRUSS 11 1 . Job Reference (optional) cnamoers truss, Inc., ron coerce, rL a.13U s Mar 11 ZUta MI I etc lnoustnes, Inc. hrl May I f UU 2a:bb Zuta I. -age 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ 109PN6PN7pc573SryzFeBS 1-0-0 7-10-0 1-0-0 7-10-0 Scale=1:17.2 3x4 = 4 7-10-0 7-10-0 Plate Offsets (X,Y)-- [2:0-1-14,Edge] 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 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress.Incr YES WE 0.00 Horz(CT) -0.00 . 3 n/a n/a. BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD. 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Harz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) . Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 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 fora 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 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A, Albani PE No.3938D MiTek*USA, lnoi FL Cart6634 6904 Parke East Blyd. Tampa FL.33610 Date:, May 17,2019 ALWARNING - Verify design''parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE. PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is, for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing 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 ANSIITP11 Quality Criterla, 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 CARLTON 299 T17089652 M11412 , KJ8 MONO TRUSS 2 1: Job Reference o tional unamoers 1 Fuss, Inc., run: rlerce, rL -1-5-0 d.13U S Mar 1i zuiu MI I etc Inausines, Inc. rn May 1 t uu:z4:of ZUIe rage 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-Q2haTJ9Mkc7m4FTXgcSvsVxQynWn6V0KnoDOPzFeB4 7-2-7 11-3-0 7-2-7 4-0-9 6 24 II Scale4 l 3x4 = 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 6-9 >999 240 ,BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or'10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Me6hanical, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-91.3/257 NOTES- 1) Wind: ASCE 7-10;.Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; 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 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 102 lb uplift at joint 4, 187 lb uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb upat 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom 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: 14=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Thoma$ A. Alliani PE No.39380 MiTek .USA, )nci FL'Cert6634. 6904 Parke East Blvd. Tampa FL,33610 Dater May 17,2019 AWARNING - Verify design' parameters and READ NOTES OMTHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE.USE. 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 properly Incorporate this design Into the overall building design. Bracing Indicated is topreventbuckling of Individual truss web and/or chard 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 ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL-36610 Job Truss Truss Type City Ply CARLTON 299 T17089653 M 11412., KJAB MONO TRUSS 2 1. Job Reference (optional) t,namoers i russ, inc., rori rierce, rL -1-5-0 1-5-0 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 Pagel I D:kFvnsnOwY419Zh 0_n M3lc6y IJ9g-vFFyhfA_VwFd i P2j OJz8OjUbgBsJry4vYRYZwrzFeB3 6-10-0 11-0-3 6-10-0 4-2-3 2.83 12 6 2x3 11 Scale=1:19.9 4 5 3x4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 - Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M'30 TOP'CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horc 2=1,75(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II;'Exp C; Encl., GCpi=6.18; MWFRS (directional); Lumber DOL=.1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 107 Ib uplift at joint 4, 321 Ib uplift at joint 2 and 202 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 58 Ib up at 2-11-0, 39 Ib down and 58 Ib up at 2-11-0, 8 Ib down and 101 Ib up at 5-8-15,.8.I.b down and 101 lb. up at 5-8-15, and 42 Ib down and 143 Ib up at 8-6-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 10 Ib down and 30 Ib up at 5-8-15, 10 Ib down and 30 Ib up at 5-8-15, and 31 Ib down and 14 Ib up at 8-6-14, and 31 Ib down and 14 Ib up at 8-6-14 on bottom 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 (plo Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=71) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Thomas A. Aibeni PE No.39360 MiTek USA, Inc:•FL Cert 6634- 690'4 Parke East Blvd. Tampa FL.33610 -Date;' May 17,2019 'A WARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MII.7473 rev. 1010312015 BEFOREUSE. Design valid for use only with IMiTek® connectors. This design is baseo.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 ANS117P/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 Symbols PLATE LOCATION AND ORIENTATION 3/4'. 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. U-116" For 4 x 2 orientation, locate plates 0- 'Ile" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. . Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the <�" output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing: BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 X O U n. O F Numbering System 6-4.-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 8 7 6 5 0 Of O U n. O 1-- 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, ESRA397, 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 iiiiiiiii■ � MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 � 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.- Never exceed the design loading shown and never stack materials on inadequately braced' trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated. by ANSIfrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 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.