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HomeMy WebLinkAboutTruss,&-LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 30' Span or less & 30' to 60' Span 60 degrees Spreader Bar Or Tess 4 112 log ♦_ Approx 2/3 to Tag Line span cpprox. Line 1/2 of Span REFER TO BCSI REFER TO BCSI Truss must be set this way if crane used. Truss must be set this way if crane used. Truss is on example, your truss may not match. This Is on example, truss may not match. Insist crone operator sets truss this way. Insist crane operator sets truss this way. MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A IF MULTIPLE PLY. A For Truss to Truss Connections see hanger/connector schedule in engineering package. Carrying Girder Nails must be as shown. Guide tabs o Dome angle nails. Carried Truss SEAT PLATES BY CHAMBERS upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' END DETAIL: TYPICAL VAULT upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-0" ABOVE FINISHED FLOOR TRUSSES FOR THE FIRST MODES SHOULD BE S��IPPED AND SUCCESSFULLY SET BEFORE ANY MORE 1R'�SSES ARE B�ii�T FOR 77AT MODE_. A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24IN LENGTH A Do not sand on trusses until they are braced per BCSI & properly nailed to straps & hangers SPACING NOTE ALL TRUSSES ARE TC BE SET AT 2"-0: ON CEFER EXCEPT AS NOTD r AIR HAIV C� I _ IFEE R RV OTC UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses are installed. Q -N7 Q Q C Q Q Q Q FA Q Q Q fD00 N FEE J2 J2 J4 o J4 r` J6 J6 G RA ;, A Al 2.0 INT .00/ NT. I \\ \ 1 A3 I A V�. A5 A5 \ A5 A5 1 13'-8" r�11 A5 I i A i A5 A5 V ATA • ATA ATA . - ... INVERTED "V WEBS AT CENTER ATA W/9' B.C. PANNEL. LOAD W/ (2) 50# POINT LOADS PER TRUSS FOR A/H/U t ATA j l ATA ATA ATB IATC ` r / i I BHA i to / J6 - r I — I — — — r / J6 1 I J4 ED[ J2 I J2 00 I Opp cc I 000 Op CDcc OD 0�0 CD I I I I I I `15'-10" �r ,�r, I '-I, An GARAGE LEFT 1 nil DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI N NT ao co ao Q ao Q w Q ao cc Q Q 00 0 ao Co J2 J2 J4 J4 \ - 0 �I J6 J6 GRA A Al \ \ �� �� y 2.0 INT \ � 1 \ A2 A3 \ A4 A5 J �� �J ` AS I 1 A5 \ ,A A5 22' 1 A5 A5 A5 ATA ATA I ATA INVERTED 'V' WEDS AT CENTER I W/9' B.C. PANNEL. LOAD W/ (2) 50# POINT LOADS PER TRUSS FOR A/H/U ` ATA I I i f� ATA i _! . j t ATA ATA `- ATB , ATC `, � FBHA J I i�oo J4 \ I I J J2 �.. J ao °�° °,° i; coati., co cc FABRICATION AGREEMENT TRUSSES CANNOT of STARTED UNTIL THIS AGREEMENT IS SIGNED 4 The legal description of the property where the trusses will be Installed is; RETURNED The underslgned acknowledges and agrees; 1: Trusses will be made !n strict accordance wi which 1s the sole authollty for detarmining.successfu labrlicatiss on of e limos t diagram 2. All dimensions In this layout have been verftied by the undersigned, g m layout, days o(3. ldeilveryess ttthe underen no cesIs provageeeo that nOe� ll fo Chambers Truss such written notice Is fumished Chambers Trues shall wee I's II be allowed Int the evn n ent to begin repairs required, or to aubsUtute otheR trusses, at Chambers optbn, 4, The undersigned acknowledges receipt of "BCSI 1-03" summary'aheein::"Tla PI& In which 8. DeAvery b fo job alto. It Is the bulera'res delivery, Chambers Truss has the sole autho ponstbll" to o data In- make the job efts suitable for pottbn of the job site for delivery, Chambers Truss will a responsible folydume job site or a BepuaThe buyer is responsible for addltlonal deltvsr7 expanses If Chambers Truss has tots ede war e job she Is not prepared for delivery or buyer Is not prepared for uyer Ib responsible to Chambers Truac for towing coats due to efts conditions: delivery of trusses. 8. Price as shown I, paragrsph 7 below is sub this layout A S50 per hour fee for revisions may be charged lest to change if any changes are, made In 7; This to a PURCHASE ORDER to Chambers, Truss o1 he sum agreed t agreement a reasonable price, Invoice will be made on delivery and aid on delivery. hoes may 0. or If nE" y be made at scheduled date of delivery f buyerccannotsac' at delivery of fabricated trusses. The undersigned agrees to pay ChambersTNss reasonable attomey's fee for collections In event of a Pt charge will be added for all Bums not pa d wlttrintte timely made. 1�t/2 % per month service 8. Signature or icon o anywhere on this sheet constitutes agreement to all terms herein, 9: In conaldeetlon of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving materiai and the undersigned agrees to pay au recipient. Indebtedness 1nGuding attorneys fees, if default In payment for material be made by the reciplem 10. In the event of any litigation concerning this agreement, the hems der or payments referred to herein, the, parties agree that the r any such action furnished hereunderwil be Saint Lucie County, Florida, sole venue fo 11. Design responsibilities are per "Nabonol Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSVrPV TCA 4 - 2002" DATED SIGNED FOR TITLE - , r - -`­11 �r L,e rec" P81"BCS11.03" b Multiple ply trusses must be fastened together per engineering before they are set; failure to do so can result in roof collapse, Temporary and permanent bracing are required and can save life and property and Is the responsibility of the truss erector. Study the contents of the Inforntatlon packet Included on delivery before setting trusses, 7h,lsses nits} be30and braced per Plumb to an ���5�� Trusses must be set Do not set bunks or stack ofPlywood. q ' re finl or an other cdhcentrated loads on trusses this causercollapse DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELNERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Plercei Florida 34982-6423 Fort Pierce 772 00-551-5932 012 Vero Beach 772-569-2012 Fax 772--1 Stuart 772-286286-3303302 ' euroeoeTpjtcS r_nM 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, and loading on structure from gravity and uplift loads and their res tive locations. Approved By: 3 92.0/93.2 MITEK 4.2 Date:__ DESIGN CRITEM9n & Sraden A.I.A. -A. 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 �. Loading in PSF Roof R.D.L. 00-Top Chord Live 20 , U) , Top Chord Dead 7 4.2 o Bottom Chord Live 10 Non -Concurrent Eo Bottom Chord Dead 10 3 o — _ TOTAL Load 37 7.2 "- N Duration Factor 1.25 Wind Speed 165mph L Top Chord C.B. Sheeting by builder. N Bottom Chord C.B. Sheeting by builder. Nor , Highest Mean Height 12'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 R. D. L. =Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the ," building department and your engineer. Design Criteria is the responsibility of the F� U) GARAGE RIGHT 18 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT I ' I T-4- v 5'-4" '-10" 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: 10/23/18 FOR WYNNE DEVELOPMffAlftbEh "feR DESCRIPTION: AiI" ANCE ,; LUCIE COUNTY STERLING 8010C PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M11412 _/ 6 y5�? 7 /c9ss,q69 .-Nis Mi.-Tok RE: M11412.: MiTek USA, Inc. CARLTON 299: 6904 Parke East Blvd. ampa,' ' 336 0-4115 Site n orma lon::.: Customer: Wynne' Development Corp Project Name: M11412 ... 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:: FB.C2017/TPl2014 Design Program::MiT&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 Design Engineer and this index sheet. conforms to 61 G15-31.003i section 5'of the Florida Board of Professional Engineers Rules: No. Seal# Truss Name Date':: :' l :.: T17089636 .. a' 5/17/2019 2 T17089637:.' al 5/17/2019 .. ... 3 T17089638 a2.. 5/17/2019 p` 4. T17089639 a3. :: 5/17/2019 .: 5...: T17089640 a4 5/17/2019 6 T17089641 a5 5/17/2019 7 T17089642 ata 5/17/2019 8 :: ,T17089643 'atb. :- 5/1:7/2019.:. 9 T17089644 atc : 5/17/2019: .C/17/2019 0 T17089 45 b a -. 1 6 h ::11 T17089646 .:.:: is gra 5/17/2019 CODE .COMpLIANC:E . 12 .- T.17089647 j2 5/17/2019, 13 T17.089648 j4...' 5/1.7/2019 :: To LUCIE COUNTY 14 T17089649 j6 5/17/2019 80cc 15 T17089650 j8 .5/17/2019 16 T17089651 ja8 5/17/2019 17. 317.089652 ki 8... ; 5/ 17/2019 .. ; ; 18...: T17089653 kj'a8 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.'. '. A�. Truss"Design Engineer's Name:.Albarii, Thomas ,0�kOop'S• ����.•,•• G E: L� �'' 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: jurisdictions) identified and that the These upon ir designs comply with ANSI/TPI 1. designs are.based parameters .. �' ST F �� shown (e.g., loads,. supports, :dim ensions, shapes and design codes), which .were .:: � . given to MiTek. Any project specific information included is for MiTek - - - customers file reference only, and was not taken into account in the i •• of N purpose preparation these:designs.: MiTek has independently the the design R:1 0 i F••• . ..'•G ��o ss • • • • not verified applicability:& �.. �� parameters:or the designs for any particular building. Before use, the building designer ►yAL� should verify applicability of design parameters -And properly incorporate these. designs into the overall building desigri per ANSI/TPI 1; chapter. 2: .. . Thomas A Ntiani PE No.39380 MITek USA, Inc. FL Cert6634 6904 Parke East BlvdTampa FL:33610May 17, 2019 1 of 1:. Albani;,Thomas Job Truss Truss Type a ° City Ply CARLTON 299 T17089636 M11412 A. SPECIAL 1 1 Job Reference (optional) uni mDers I russ, Inc., t-ort tierce, rt- r ID:kFvnsnOv 1-0- 8-6.0 too 13.8.0 19.5-3 0- B-6-0 1-4-0 3-10.0 5.9-3 5xB'= 4x5 = 46 =• 4x5 = 4.00 3x6 \\. 12 3 . 4 24 255 6 7 �1 6 B.1 JU s mar 11 ZUl d mi I eK InausineS, Inc.:rn may it UV:24:4z ZU1V rage 1 19Zh0_nM31c6ylJ9g-NAHvKB_yG?EunxpeSyhNlLphFkDO5a9Ytxgj MmzFeBJ !6-2-0 28-9-4 , 36-0-0 $7-0-Q i-8=13 2-7!4. 7-2-12 ' ' ' -0- Scale=1:63.0 5z12 MT1 BHS = 26 27 8 A.4 i - 1'6 18 4x4 = - .3x4 = W. 3z4 = 5x8 = 3x6 — 2:00 12 4x10 = 9-10-0 13-8.0 19-5.3-0• 26-2-0 36-0.0 9-10-0 3-10.0 5-9-3 5-0-13" 1-8.0 — 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 0-2-81,.[10:0-2-10,Edge1[15:0-1-12,0-2-12] LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) _ -1/dell' Lid 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 244/196 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 13-14i, >428 240 Weight: 161 lb FT=20%o LUMBER- " " BRACING - TOP CHORD 2x4 SP M 30 •Except' TOP CHORD Structural wood sheathing directly applied. .6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.. . 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 Harz 2=-119(LC 10) Max. Uplift 2=-846(LC 12),: 1 0=-846(LC 12) 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, 4-1.6=-413/669, 4-15=-535/785, 5-15=-975/733, 5-14=71198/1876, 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 2-74, 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 waterponding. 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) 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. Albani PE No.39380 MiTek USA, Inc: FL Ced 6634 East Blvd E 6904 Parke Tampa FL 33610 Data: . " May 17,2019 - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 114111-7473 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, seeANSLrrPII CuallFy Criteria, B la, DSB-89 and II ullding Component 6904 Parke East Blvd., Safety Inlormatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.. Job Truss Truss Type • 0ty Ply CARLTON 299 T17089637 M11412 Al SPECIAL 1 1. Job Reference (optional) unarpDers I russ, Inc., ror Pierce, FL a.IJU s mar I 1 eU IC IVII I eK rnaUSIDes, inc. rrl may I / u`ce4:9d 4u r V raye 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g=rMrHXX_al JMI P50r7gCcHYMx7BZbg7_i6bPG uDzFeBI i1 0•Q B-6-0 11-10-0 18-7-4 ' 24-2.0 28-9-4 36-0-0 $7.0-Q 0- 8-6-0 3-4-0 6-9-4: 5.6-12 : 4-7-4' 7-2-12 y-0-d Scale = 1:63.0 5x6. = 3x8 = 6x6 4.00 F12 .: 4 . 22 _ .. 5 23 6. .. . 3x4, 11 . 3. 3x4 7: 24 Y m 21 .. .. .. 8 9 cp 7x8 MT1BHS = 10 ' Io b 12 ... 14 3x4 13 3x4 . , . 3x6 = _ 5x6 = 2.00 F12 .. 4xl0 = . 8.6-0 13.8-0 18-7-4 24-6-0 28-9-4 _ 36-0.0 8-6-0 5-2-0 4-11-4 5-10-12 4-3-4 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):: Well Ud PLATES.: GRIP TCLL 20.0 Plate dripDOL 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)-1.0711-12 >402 240 MT18HS 244/190 BCLL m0.0 Rep Stress Incr. 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: 163lb FT=20% LUMBER- " BRACING-. . . . . TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 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 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Harz 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, 10-11=-3499/5680, 8-10= 3492/5669 WEBS 3-14=-404/391, 4-14=-507/777,.4r13=-151/409, 5-13=-1376/890, 5-11=-557/1048, . 6-11 =-849/1 449 7-11=-641/463 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=1 2ft; .B=59ft; L=36ft; eave=5ft;.Cat. 11; Exp C; Encl., 6Cpi=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) 8 considers parallel to grain value using ANSIIfPI 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 Ib uplift at joint 2 and 846 lb uplift at joint 8. Thomas A. Albani PE N09360 MTek USA, Inc: Fl Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate:. " May 17,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mtrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a: truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MOTek' Is alwaysrequired for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdjerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlanavailabie from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610. Job Truss Truss Type s City Ply CARLTON 299 T17089638 M11412 A2 SPECIAL 1 1 " Job Reference (optional) Chambers Truss, inc., Fort Pierce, M 8.130s mar n 20i8 mi i ex inouslries, tnc. Fri may i I ua:zv:44 zu t a rage I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-J.YPglt?CocUcOFzl2Njrgmu6RYvxZXarKF9gQfzFeBH i1-0 q 8-6-0 13.10-0 18.0.0 22-2-0 24-6-0 28-9-4 36.0-0 37-0-q 0• 8-6.0 5-4.0 4+2=0 4-2-0 ': 2-4-0 4-3-4 .. :. 7-2-12 0- Scale = 1:63.0 . .. .. .. 5x6 = . .. ... .. - 5x6 = 3x4 = 4:00.12 3x4 3 4 5 6 4x6 zz- 7 3x4 C 22 8: 23 � �1 2 12 .13 11 9 10 u, o6 o 3x10 = 3x4 11' Io. 15 14 7x8 MT18HS 3x6 = 3x4 I I 5x8 = 2 0 0 12 4x10 = 8-6.0 13-8-0 22-2-0 24.6-0 , 28-9-4 36-0-0 8-6.0 5-2-0 8-6-0 .2-4-0 4-3 7-2-12 Plate Offsets (X,Y)-- [2:0-0-.6,Edge], [9:0-2-10,Edge].. :.. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC: 058 Vert(LL) ..'-0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr 'YES W B 0.72 Horz(CT) 0.39- 9 n/a n/a BCDL, 10.0 Code FBC2017/TPI2014: Matrix -MS Wind(LL) 0.77 11-12: , >564 240 Weight: 167 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. . WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0=8-0, 9=1386/0-8-0 Max Harz 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=-5359/335118-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13= 3016/5125, 11-12=-3433/56791 9-11=-3426/5669 WEBS 3-15=01295, 3-14=-807/566; 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=-888/10031 7-13= 2219/1408, 7-12- 1137/1893, 8-12=-628/443 .. 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, Interar(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 noriconcurrent 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 ANSVTPI 1 angle to grain formula:. Building designer should verify capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 9. i Thomas A. Al6ani PE N09380 " MiTek USA, Ine: FL Cert$634 6904 Parke East Blvd. Tampa FL 33610 Date-_: May 17,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE11111-7473 rev. 101=2015 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- a:truss system. Before use, the bullding 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 �fTek' 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, seeANSVrPII Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd., Safety Informationovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: . Job Truss Truss Type ' City Ply CARLTON 299 T17089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) unamoers truss, inc., ron rierce, rL ID:kFvnsnOa WOO 8-6-0 15-10-0 20-2-0 OO 8-6.0 7 4.00 12 5x6 = .. Sx6 = 4 5 t1.1'JU s Mar 11 2u1C MI I eK InaUSVIeS, Inc. r❑ May 11 u9:24:4b Zu19 rage 1 9Zh0_nM3lc6ylJ9g-nkz2yDOgZwcTePYD75E4NzRl RxFCI_W_ZvuNz5zFeBG 1-6-0 28-s-a 36-0-0 37-o-q 4-0 4-3-4 7-2-12 0- Scale: 3/16°=1: •5x8 5-� 6 5x6 WB_ 3 3x4 .- 8 v n 22 23, m 2 1 12 13: 7%8MT18HS= 11 9 10 tq Io It o.. 4x8 = 3x4 II 14 15 3x4 I 5x6 = _ 4x10 — 3x5 = 2.00 12 ... 8-6.0 13-8-0 20.2-0 24-6.0 28-9.4 36.0-0 8.6-6 5-2-0 6.6-0 4-4.0 4-3-4 7-2-12 Plate Offsets (X,Y)-- [2:0-172,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 (lac) Ud P;LATES. GRIP TCLL 20.0 Plate GHRDOL ': 1.25 TC:0.56 ,I/deft: Vert(LL)..-0.5711-12 >761 360 MT20 .244/190 TCDL , 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr. YES W8: 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.78 11-12.; >551 240 Weight: 167lb FT=20% LUMBER- " ' BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. 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 6-13 . 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when showri. 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, 1.1-12= 3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13= 379r702, 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; 8=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 244, 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 non concurrent with any other live loads. 6) *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. 7) Bearing at joint(s) 9 considers parallel to grain value .using ANSIrrPI 1 angle to gain formula., Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846.Ib uplift at joint 2 and 846 lb uplift at joint 9. Thomas A. Alban! PE No.39380 MlTek USA, Inc: FL Cert 6634 : 699 Parke East Blvd. Tampa FL 33610- : May 17,2019 ® WARNING -Verify design; parameters and READ NOTES ON THIS AND INCLUDED Mri EK REFERANCEPAGE MIP7473 rev. 1WO3/2015 BEFORE USE. - - Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a. truss system. Before use, lhe, 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, seeANSVIPII Cuallly Cdteda, DSB-89 and BCSI BuBdIng Component 6904 Parke East Blvd., Safety Infomlatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . . Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T170B9640 M11412 A4 SPECIAL 1 1 Job Reference (optional) L'namoers i russ, inc., ran rrerc_e, rL o. r 3u s nrraT a 1 idyl o rvu i eK mauscnes, mc. rn may i r utne coo zu r to rage r 4 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-FxXQ9YITKEIKGZ7QhomJvB_SgLbV1NY8oZewVYZFeBF it-O-Q 8-6-0 13.8.0 18.0-0 24-6-0 28-9-4 36-0.0 37-0-Q •0- 8-6-0 5.2-0 4.4-0 6-6.0:' 4-3.4 '. 7-2-12 -0- Scale: 3/16'=1' 4.00 12 5x6 = 3x6 3x4 - 4 3 / i0 23 1.2. 6 3x4 5 : 2- 6 5x6 5x6 V/Bzz� 7 8 3x4 �"7\\ 9 16 15 3x12 = 3x5 = 3x4 ' 5x8 = 2.00 12 4x10 = 8-6-0 13-8.0 18-0-0 24.6-0 28.9-4 36-0-0 a.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], [8:0-3-0,Edge], [10:0-2-10,Edge], [15i0-2-12,0-3-0]: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' = I/deft: Ud PLATES_ GRIP TCLL 20.0 ' Plate Grip. DOL "' 1.25 TC .:'0.60 Ve'A(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 Stress Incr YES WB .:0.95 Horz(CT) 0.42- 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014: Matrix -MS Wind(LL) 0.84 .13. >513 . 240 Weight: 170lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 " TOP CHORD Structural wood sheathing directly applied or 2-&11 oc purlins. 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 Harz 2=-207(LC 16) ' Max Uplift 2= 846(LC 12),. 1 0=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) & less except when sho'wri. 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=,799/546, 5-14=-344/260, 6-14= 731/1202, 7-14=-3120/2048, 7-13=-1130/1972,.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=12fi; B=59fi; 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,'Exferior(2) 18-0-0 to 2177-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DQL=1.60.plate grip DOL=1:60 .: . 3) All plates. are MT20 plates unless otherwise indicated. - 4) This truss has been designed for a 10.6 psf bottom chord live load'nohconcurrent 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. Alban! PE No.39380 MiTek USA, Inc: FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date,...: May17,2019 WARNING- Verify design paiameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 14411-7473 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 .: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.collopse with possible personal Injury and property damage. For general guidance regarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1PIt Qua] By Cdlerlo, DSB-89 and BCSI Bull Component ' 6904 Parke East Blvd. Safety lntormaflonavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610.. i . Job Truss Truss Type ' ' Oty Ply CARLTON 299 T17089641 M11412 A5 SPECIAL 7 1 Job Reference (optional) Gnambers I fuss, Inc., hart coerce, hL ts.-iau s mar i i zu us mi 1 eK inausmes, rnc. rn may if uy:zv:wr zu r a rage .i ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-j74oNu154XtBuiicEVHYSOW dPlxkmgj H1 DNU 1 _zFeBE 1-0- B-6-0 13-B-0 18-0.0 24.6-0 28-9-4 36-0-0 7-0- 0- B-6-0 5-2-0 : &6.0 4-3-4. 7-2-121-0-CY . Scale="1:61.9, 4.00 12. :. 5x6 = .. .. ... .. .. ... ... . . 8 3x4 24 ..25. 5x6 � 3x6 5 5x6 WB 7 - 3x4 �,. 4 8 3x4 ... .. . 3 9 .. ._23 26 " i 13 2 10 11 1 A. 14 7x8 MTIBHS = �IdP 12 I7 3x4 I d. 16 - 15 - — 4z10 3x5 -� 3x4 II 5x8"= 2.00 12 ... F1 4x10 = 8-6-0 13-B-0 18-0-0 24-6.0 28-9-4 36-0.0 8-6.0 5.2-0 4-4-0 &6-0 4.3-4 7-2-12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [8:0-3-0,Edge], [10:0-2-10,Edge] 115:0-2-12,0-3-01: " LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) : 'I/dell: Ud PLATES., GRIP TCLL 20:0 Plate Grip DOL 1.25 TIC . " 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 Stress Incr - YES WB -0.95 Horz(CT) .. 0.42 . 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014: 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 puriins. 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=1386/6-8-0, 10=1386/0-8-0 Max Harz 2=-208(LC 10) Max: Uplift 2=-846(LC 12),. 1 0=-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 2-16=-1931/3146, 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= 799/546, 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; 8=59ft; L=36ft;. eave=5ft; Cat.- II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 W 243, Intedor(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 DO.L=1:60-plate grip DOL=1:60 8) All plates.are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load norfconcurrent 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. Albani PE No,39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 . Date:.. . May 17,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MT EK REFERANCE PAGE MII-7473 rev. 10103/2015 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 buss 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, seeANSIRPII QualHy Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd.. Safety Informationovailoble from Truss Plate Institute, 218 N. Lee Street,'Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type ' Qty Ply CARLTON 299 T17089642 M11412 ATA COMMON 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL p 8.130 s Mar 11 2018 MiTek Industries, 'Inc. Fri May 17 09:24:48 2019 Page 1 ID:kFvnsnOwY4I9Zh0_nM3lc6ylJ9g-BJeAaE2jrr 22VsHooDon_c3p79KOVMS RFt71 ZQzFeBD 13-10-2 18-0.0 22-1-14 27-10-15 36-0-0 7-0- 1-0- 8-1-1 5-9-1 4-1-14 4-1'-14 5-9-1 8-1-1 1-0-0 Scale =1:61.0 . 4.00 12 5x6 = - .. .. .. .. .-. .. 6 ... ' I 2 11 l 6 16 30 31 13 17 15 14 12 3x4 14x6' = 3x8' _. 3x8 = 4x6 = 3x4 11 3x8 = 3x8 = . 8-1-1 13-10-2 22-1-14 27-10-15 36-0.0 8-1-1 5-9-1 B-3-12 5.9-1r B-1-1 Plate Offsets (X Y)-- [2:0-8-6 0-0-8] [10:0-8-6,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) : I/dell Ud PLATES : GRIP TCLL 20:0 Plate Grip DOL 1.25 TC:: 0:53 . 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 lhcr YES W B :. b.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-15: >909 240 Weight: 172lb FT=20%o LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4.SP M 30 BOT CHORD Rigid ceiling directly applied or.5-2-0 oc bracing. WEBS 2x4 SP No.3 . REACTIONS. (lb/size) 2=1436/0=8-0, 10=1436/0-8-0 Max Harz 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=-3544/2053i 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 6-1:4=-569/1002, 7-14= 299/279, 9-14=-783/581, 9-12=0/271, &15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=121 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 Extedor(2) =1=0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0,.Exterior(2) 18-0-0 to 2177-3 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 hive loads. 5) ` This truss has been designed for aliveload 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 = 10.0psf: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79616 uplift at joint 2 and'796 lb uplift at joint 10. Thomas A. Albani PE No.39390 MiTek USA, M6. FL Cert:6634 6904 Parke East Blvd. Tampa FL 33910 Date: . May 17,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMl1.7473 rev. 1010312015 BEFORE USE. . • - Design valid for use only wlih 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, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.,: Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type Oty Ply CARLTON 299 T170B9643 M11412 ATB :: COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:49 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-fW CZoa3Lc97v7Or?MwJOXpc1 MZkbEoXaUXsa6szFeBC �1-0- U-10-2 18.0-0 22-1-14 27-10-15 36-0-0 7-0- 1-0• 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 F12 5x6 = 6. . 6 18 - 16 15 - -- 14 12 3x5• 3x4 11 3x6 = 6xB = 6x8 = 3x6 = ' 3x4 11 a-1-1 157_1n_9 .1R_A.n.. 91-1n_o .. -MIA 97-1n-15 sF-n-n 1 t2 Ic, 6 3x5 = 8-1-1 5-9-1 1-3-14 6.8-0 0- - 4 5-9-1 B-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 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/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240. Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural' wood sheathing directly applied or6-0-0 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. sa (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 15 except, 2 433.(l C 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=-12391757,3-5=-437/333,5-6=-432/448,6-7=-2721773,7-9=-376f778, ' 9-10=-334 220 BOT CHORD 2-16=-587/1178, 16-18=-587/1178, 12-14=-18B/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: ASIDE 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,.Extedor(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) 100.01b 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 nonconc.urrent 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=lb) " 2=433, 14=866, 10=240. Thomas A. Mini PE No,39380 MiTek USA, Inc. FL Cea 6834 6904 Parke East Blvd- Tampa FL MG bate:.: May 17,20T9 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10yMOIS 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 deslgn, .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 preventcollapse with possible personal Injury and property damage. Forgeneral guidance regarding the: -' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMll Quality Cdtedo, 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 33610: Jab Truss Truss Type Qty Ply CARLTON 299 T17089644 M11412 ATC :: COMMON 1 1. Jab Reference (optional) Chambers truss, Inc., Pan Pierce, FL . , � _ � o.,av s ,war , , cu , o rvn, ert nwusuros, u,c. rn may , r �mcv.av c� i a rays i I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Bimx?w4zNS FmIAQBwegF418C6y4gzFnjj BcBeJzFeBB i1-0-Q 13-10-2 18-0.0 22-1-14 27-10-15 " __; 36-0.0 $7-0-Q 11 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 F12 5x6 = 6. . I;,It z 0 10 17 32 13 18 16 15 .31, 3x4 II 3x6 =•. 6x8 — — 14 12 6x8 = 'US = 3x4 1.1 3x5 = 3x5. _ 8-1-1 13-10-2 15-2-0 22-1-14 22f.-7 27-10-15 _ 36-0.0 8-1-1 5.9-1 .1-3-14 6-11-14 0-0-9 5-8-8 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >99.9 360 MT20 244/190 TCDL 7.0 .. Lumber DOL .: 1.25 BC: :'0.40 Vert(CT) -0.2218-21 >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 Weight: 172 Ito .: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 (jt=length) 14=0-11-5. (lb) - Max Harz 2= 208(LC 10) Max Uplift All uplift 100. Ib or less at joint(s)' 15 except 2=-433(LC 12), 14=-866(LC 12),,10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1),'10=399(LC 22), 15=349(LC-17).:.. 1Im 6 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 6-1.4=-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=-116/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 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 Extedor(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'.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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) -15.except (jt=lb) 2=433, 14=866, 10=240. Thomas A. Albani PE No.38380 MiTek USA, Inc: FL Cert 6634 6 6904 Parke East Blvd. Tampa FL 33 10 Date: May 17,2019 WARNING -Verify design parameters and READ NOTES OMTN/S AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. r0/03/20r5 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 iiniTek".. is olways:requlred for stability and to prevent. collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Qualitttyy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type Qty Ply CARLTON 299 v. T17089645 M11412 BHA COMMON Job Reference (optional) - chambers I russ, Inc., kon Pierce, rL o.7au s mar I I -,u III mI I eK Inaustnes, Inc. rn May I r ay:cvac cu ra rdye I " I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-45uhQc5Dv4VT_UaZ13sj9S ES6mkoR7tOAV5Fi BzFeB9 • 1 s-o-o 24o 0 r1.0-Q B-0-0 12-0-0 14-0-0 15-6-0 16-0-0 20-0-0 22.0-02a-10-75 , 28-0-0 36-0-0 - 37-0-0 1-0-0 8,0-0 .4-0-0 2-0-0 1-6-0 -6- .2-0-0 2-0-0 2-0-0 0-10-15 4-0-0 I 8-0-0 1,0-0' Scale:3/16'=l' TOP CHORD MUST BE BRACED- BY END JACKS, -ROOF DIAPHRAGM,.OR-PROPERLY CONNECTED PURLINS AS SPECIFIED. 5x6 = 9' 12 14 " 7x10 MT1BHS 5:� 7 16 5 18 7xl0 4.00 F12 3x6 I= 5x _ . . - . .3 _ 8 0 ; -17. 20 in1i1 : 2 : w 21 22 ,2 N r0 1C 28 27 26 25 24 23 .. 3x6 II 4x6.= 6x8 = 6x8 = 3x6' I 3x5 = 3x6'= 3x6 = 8-0-0 15-6-0 22-10.15 28-0-0 36.0-0 8.0.0 7-6.0 7-4-15'. .. 5-1-1 B-0-0 Plate Offsets (X Y)--' [2:0-0-2 Edge] [3:04-8 Edge], [11:0-3-0,0-3-0], [20:0-3-8,Edge]; [21:0-2-8,Edgel; [25:0-3-8,0-3-0] " LOADING (pso SPACING- 2-0-0_ CSI. DEFL, in (loc) - Ud PLATES: GRIP TCLL : 20.0 .' Plate Grip DOL 1.25 TC: : 0.73 _ _I/defl Vert(ILL) :.. -0.14 28-31 >999 360:' MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.2523-34 >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 FBC2017/TP12014. 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 puffins. 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 Ib.or less at joint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(1_C 8), 21=-455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), .. 21=757(LC 14) FORCES. (Ib) - 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=-213l7.18, 6-8=-213/718, 8-10=-213/718,16-11=-213/718,11-13=-213/718,13-15=-213/718,15-17=-213i718, 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=7206/363 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 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. 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 at joint 25. and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback.. 10) Graphical purlin representation does riot depict the size or the orientation of the puffin along the top and/or bottom chord. Thomas A. Albani PE No,39380 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 : MTek USA, Inc. FL Cart 9634 28-0-0, and 967 lb down and 461 Ito up at 8-0-6 on bottom chord. The design/selection of such connection device(s) is the 6904Parke East Blvd. Tampa FL 33610" -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). Date: ' May 17,2019 ndard WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE114II-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;iruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. .Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always: required for stability and to prevent.coliopse with possible personal Injury and property damage. For general guidance regarding the : fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS171P11 Quality Criteria, DSB•89 and BC81 BuBding Component 6904 Parke East Blvd. Safety Informatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type City Ply CARLTON 299 T170B9645 M11412 BHA" COMMON 1 1 Job Reference (optional) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010M2015 BEFORE USE. Design valid for use only with Mfie& 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 MIT®k�. Is always.required for stability and to prevent.collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and SCSI BuBding Component 6904 Parke East Blvd..: Safety Informatlonovaiiable from Truss Plato Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type ' Qty Ply CARLTON 299 T170B9646 M11412 GRA HIP. 1 1 Job Reference (optional) cnamoers I russ, Inc., Tort Tierce, rL yt-0- 7-10-0 13-8-0 -0- 7-10-0 5-10-0 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 1 ID.,kFvnsnOwY419ZhO_nM31c6yIJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeBB 18-0-0 22-4-0 28.2-0 36.0-0 j7-0-Q 4.4-0 4.4-0 S-10-0 7-10-0' .. 0- Scale = 1:61.9 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 11 5x8' _. 3x4 11 3 : 22 23 24 25 4.26 27 5 28 629 30 31 32 -33 7 . . 1534 14 .13 35 36 37 38:. .12 39 11 40 . 10 ..: 3x5 = so 3x4 II 4x6 = 6x12 = 6xl2 ='4x6 = 3x4 II 3x5 = 7-10.0 13.8-0 22-4.0 28-2-0 36-0-0 7-10-0 5-10-0 8-8.0 5-10-0 7-10-0 Plate Offsets (X,Y)--' [3:0-5-4,0-2-81,[5:0-4-0,0-3-01,[7:0-5-4,0-2-8] LOADING (psf) SPACING- 2-0-0_ CSI. DEFL. in (loc) I/de.fl:' Ud PLATES' GRIP TCLL 20.0 _ Plate Grip DOL 1.25 TC. - '0.71 Vert(LL) _ _ '-0.21' 12-13 >999 360 MT20 .244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 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 Weight:161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4=6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or-5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 5-13, 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 Harz 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 181 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, 7-10=-184/651 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=0A8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.66 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 lb. 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 Ib'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 Ib.up at _12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 170 ib up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 Ib'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 1701b 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. al 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 Thomas A. Alban[ PE No.39380 down and 11,1b 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. MiTek USA, Inc: FL Cert.8634 The design/election 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). 6904Palke East Blvd. TampaFL33611) . Date:..: LOAD CASE(S) Standard May 17,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfFEK REFERANCE PAGE 14II-7473 rev. 10103/2016 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 o: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.collopse with possible personal Injury and property damage. For general guidance regarding the:' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1PI1 Quality Cdtedia, DS13-69 and BCSI Building Component Safety InformaBonovoilable from Truss Plate Institute, 218 N. Lee Street, Sulte 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Qty Ply CARLTON 299 T17089646 M11412 GRA HIP 1 1. Job:Reference (optional) WARNING -Verify design; parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTeM connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not o: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 McTek". Is always: required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll Quality Cdterla, DSB-B9 and BCSI Building Component 6904 Parke East Blvd.. Safety Informatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandrlo, VA 22314. Tampa, FL 33610; . Job Truss Truss Type Qty Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) - Chambers I russ, Inc., kon Fierce, rL t1.73U s mar l i zul d MI I eK mausrnes, Inc. rn may l i uu:z4:b4 eui a rage I I D:kFvnsnOwY419ZhO_nM3lc6y1J9g-OT?RrH7U RhI BDnky9UvBEtJwBaW VVDKJepaLn4zFeB7 100 2.00 1-0-0 2.0-0.' Scale =1:7.8 .. ... 3 4.00 F12 2 b n .o 3x4 = 4 2-0_0 2-0-0 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) ' I/deft Ud 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/TP12014 Matrix -MP Wind(LL) - 0.00 7 >999 240 Weight: 8lb 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/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 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. (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; MW FRS (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. $) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to.girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable'of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint - 2 and 3 Ib:uplift at joint 4. Thomas A. Albani PE No.39360 PAiTek USA, Inc: FL Cef 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. May 17,2019 0 WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �- a:truss system. Before use, fhe,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:coilopse with possible personal Injury and property damage. For general guidance regarding the - ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality CdtofIa, DS13-89 and Ii BuOdtng Component 6904 Parke East Blvd. Safety Infomlatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: . Job Truss Truss Type Oty Ply CARLTON 299 T17089648 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) unamoers truss, Inc., tort coerce, rL _ , tl,l ou s mar it ZU7 n MI r eK rnausrnes, Inc. rn IVray If a`J:44:a4 ZU I a raye r ID:kFvnsnOwY419Zh0 nM3lc6yjJ9g-OT?RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 1.0 0 4-6.0 -- - 1-0-0 4-0-0 Scale = 1:11.1: 3 ATE t2 n 3x4 = 4 4-0-0 4-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 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 FBC2017/TP12014 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, puriins. 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 Harz 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 forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=1.65mph (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. 3) This truss has beemdesigned 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. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIP7473 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 o: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:collopse with possible personal Injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Ciffedo, DSB-89 and SCSI Building Component ' 6904 Parke East Blvd. Safety Informatlornovollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610: . Job Truss Truss Type Qty Ply CARLTON 299 T17089649 M11412 J6 MONO TRUSS 8 1. Job Reference (optional) L;namoers I russ, Inc., t-on tierce, rL • -1-0-0 1-0-0 1 0. IJV 5 IVI,ar I I eU I C IVII I UK InaaSIrICS. Il la. rrl IVlay If VJL49:00 CV IV raytl I ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-UgZg2d86C7t2rxJBiBQRn4s2Dzg9egaTsTJvJ WzFeB6 6-0-0- 6-0-0'. " Scale = 1:14.6. 3x4 S 0.0 6-0-0: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL' 20.0 Plate Grip DOL 1.25 TIC 0.35 Ven(LL) -0.05 4-7 >999 360 MT20 . : 244/190 TCDL :7'.0 Lumber DOL1.25 BC0.83 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 FBC20171TM014 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.pudins. 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/Mechanic6l 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(1_C 1), 4=100(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=3.0ps4; h=12ft; B=59ft; L=36ft;' eave=5ft; Cat. II; Exp,C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 71-0-0 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 20.0psf on'the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections.. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albini PE No;39380 MiTek USA, Inc: FL Cert:6634 6904 Parke East Blvd. Tampa FL 33610 Date:. May 17,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MII-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 o: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, seeANSVTPII Quality Cdterlo, DSIl and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type Oty Ply CARLTON 299 T17089650 M11412 J8 MONO TRUSS Job Reference (optional) unamoers I russ, Inc., ron rierce, rL l� 1 u.1su s mar 11 zulo mi i eK Inausines, Inc. rn may i r ua:zv:aa zuis rage -I ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.ys7CGz8kzl?vT5uLGuxgJ 109wN64N7pc573SryzFeB5 8-0-0 B-0-0 Scale = 1:17.4 3x4 4 700 B00 7-0.0 1-0.0 Plate Offsets (X,Y)-- [2:0-3-14,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL' '1.25 TC .: 0:61 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 FBC2017/fP12014 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=34B/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=O.l8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to.2-7-3, Intedor(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS 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 174.lb uplift at joint 3, 226 lb uplift at. joint 2 and 13 lb uplift at joint 4. Thomas A. Albani PE No,39360 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610- Date:.. May 17,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFER_ ANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MIT" 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, seeANSVIP11 Quality Criteria, DSB-69 and SCSI BuBding Component 6904 Parke East Blvd. - Selaty Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610. Jab Truss Truss Type Qty Ply CARLTON 299 ' T17089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) unamoers r russ, Inc., ran rrerce, rL 100 1.0.0 3x4 = O. 1 JU J IVIGI I I LV I O IVII I CA II - I6Y I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ys7CGz8kzl?vT5uLGuxgJ 109P. N6PN7pc573SryzFeB5 7-10.0 7-10=0 .. Scale = 1:17.2 7-10-0 7.10-0 4 I Plate Offsets (X Y)-- [2:0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) : _I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL)' : -0.134-7 >721 .360 MT20 2.44/190 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 WB 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: 26lb FT=20%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.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. -Al] 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 & MW FRS for reactions shown; Lumber DOL=1.60. plate grip DOL=1.60 21 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 fora 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 N09380 MiTek USA, Ine; FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 May 17,2019 WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mu-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 deslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " McTek' 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, seeANSVTPII Qualkv Criteria, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd.. Safety Informatlonavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610: Job Truss Truss Type Qty . Ply CARLTON 299 70 5 T1 896 2 M11412 KJ8 MONO TRUSS 2 1. Job Reference (optional) 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 Page 1 ID:kFvnsnOwY4I9Zh0_nM3lc6ylJ9g-Q2haTJ9Mkc7m4FTXgcSvsVxQynW n6Vfl Kno00 PzFe84 27 1130 13 . 7-2-7 14 .. .. 4-0-9 Scale4: 1: 3x4 5 12 3 6 2x3 3x4 = 5 7-2-7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell ' Ud PLATES GRIP TCLL 20.0 Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 ..Plate _ Lumber DOL 1.25 BC: :0.25 Vert(CT): -0.10 6-9 >999 240 BCLL 0.0 *. Rep Stress lncr NO WB 0.35 -. Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code F14C2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44lb. FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 " TOP CHORD. Structuralwood 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/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Harz 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, 576=-234/833 WEBS 3-6=0/287; 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10;.Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Pft;:B=59ft; L=36ft; eave=5ft; Cat.. . ll; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.66 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 102 lb uplift at joint 4, .187. Ib.uplift at joint 2 and 118 lb uplift atjoint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ito down and 58Ib up at 2-11-0, 39.lb down and 58'Ib up at 2-11-0, 8 Ib down and 101 lb up at _5-8-1.5; 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 and28 lb up at 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/sefection of such connection device(s) is the. responsibility of others:. 71 In the LOAD CASE(S) section,.loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54,,5-7=-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(17=-25, Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE111II-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 �- oJruss system. Before use, the. building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' ' MOW - Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the: fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIt CualNy Cdtr da, DSB-69 and BCSI Building Componont 6904 Parke East Blvd., Sanity Infomfatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type City Ply CARLTON 299 T17089653 M11412 KJAB MONO TRUSS 2 1. Job Reference (optional) ohambers I russ, Inc., port tierce, rL . 150 1-5-0 10 2 3x4 = 0-0 G.i ou s mar 1 1 iW III MI I eK InoUs[nes, InG. r❑ Ivlay r / uu;eq;oo Lu ry rnye r I D:kF.vnsnOwY419Zh0_nM3lc6y1J9g-vFFyhfA_VwFdi P2jOJz8Oj UbgBsJry4vYRYZwrzFeB3 1103 4-2-3 Scale = 1:19.9 ' 4 12 .2.83 F12 . '.'3x4 3 . 1i. 14 6 . 15 . 2x3 I I 11-0-3 5 3x4 = 6-10-0 7 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 FBC2017/TPI2014 Matrix -MS " Weight: 43lb FTm20% 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 Harz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5), FORCES. (Ilp - 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: ASIDE 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); Lumber DOL=1.60 plate grip DOL=1.60 " 2) This truss has been designed for a 10.0 psf bottom chord. live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the'bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any -other members. 4) Refer to girder(s) for truss to truss connections._ 5) ,Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 107 lb uplift at joint 4, 321.Ib.uplift at joint 2 and 202 lb uplift at joint 5. " 6) Hanger(s) or other connection' device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 1b 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 lbdown and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord,. and 31 Ito up at 2-11-0, 31,lb up at 2-11-0, 10 lb down and 30 lb up at 5-8-15, 10 lb down and 30 lb up 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: 1-4=-54, 5-7= 20 Concentrated Loads.(Ib). Vert: 10=80(F=40; B=40) 11=72(F= 1,, B=-1) 12=-83(F=-42, 13=42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) . Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MX7473 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 MIT®k" Is alwayssequired 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, seeANSViPII Quail Criteria, DSB-89 and BCSI Building Component ' 6904 Parke East Blvd. Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. : Tampa, FL 33610 Symbols Numbering System A,General Safety: Notes PLATE LOCATION AND ORIENTATION :. 3 " Center plate on joint unless x, y 6-4-8 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property /4 offsets:are indicated. (Drawings not to scale) Damage or Personal Injury-. Dimensions -are In ft-in-sixteenths. Apply plates to both Sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth, diagonal orX-bracing, is always required. See BCSI. TOP CHORDS ci-z cz-s 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves 0 WEBS 4. may require bracing, or alternative Tor I c m ' 1 bracing should: be considered. 3. Never exceed the design loading shown and never a� U stack materials on Inadequately braced trusses. O_ 4. Provide copies of this truss design to the building . For 4 x 2 orientation, locate cz a co-z cs a designer, erection supervisor, property owner and � plates 0-111e" from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 . 6 _ 5 5. Cut members to bear tightly against each other. 6 Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. p 7. " Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MTek 20/20 . NUMBERS/LETTERS. 8.: Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applica ble for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: /� The first dimension is the plate 10. Camber is a non-structural consideration and is:the 4 x 4 width.measured perpendicular ESR-131.1, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated, are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and. in all respects, equal to or better than that Indicated by symbol shown and/or . Trusses are designed for wind loads in the plane of the. specified. by text In the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed orpurlins provided at output. Use T or I bracing spacing indicated on design.. :.. if indicated.. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, 9 y • or less, if no.ceiling is installed, unless otherwise noted.. . BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16' Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section, indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing. only. ��,s 18. Use of green or treated lumber may pose unacceptable environmental; health or performance risks. Consult with project engineer before use.. Industry Standards: . ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words . Plate Connected Wood Truss Construction, and pictures) before use, Reviewing pictures alone is not sufficient. DSB-89:. Design Standard for Bracing. ®. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. .Installing:&Bracing of Metal Plate MiTek • Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015