Loading...
HomeMy WebLinkAboutTruss®=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. Carrying Girder For Truss to Truss Connections see hanger/connectorTshow:n. be as de tabs o schedule inengineeringe nails. package. Carried Truss SEAT PLATES a BY CHAMBERS 12 4.00 F *y � 2 2.00 i 1r upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' END DETAIL: TYPICAL VAULT 12 4.00 r— 8' co upset=1/4" heel=3 15/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 3 f INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF V-0" ABOVE FINISHED FLOOR TRUSSES FOR THE FIRST MODEL Sf �OULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR 7­IAT MODEL , A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18'- 24' IN LENGTH A& Do not sand on trusses until they are braced per BCSI & properly nailed to straps & hangers o- ----- SPAGING N3TE ALL TRUSSES ARE TC BE SET AT 2`—D: ON CEKER EXCEPT AS NOTD A I F=2 H A" ® I_ I� R N O -T � 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. I/��/ I�IP/�I///®�/iIy®/� III®�I//®I�/®�//I�II/�®///I®I®II//�I�1/ _y_\I I%IQ////.1VICAIV1ZAIWZAIVWEi ��// 0.11004 i//",IIW, 1/0i101, 1%//�IwalIr i'�! , i /��I�/////.I Ir //firZAeAi. , Nino PA �r - -`/- 1104 %%' 10 14, 11 ®/1 Pill 1 ' ' _r1 1 Iee�1 (2) l• -e. •.� TRUSS ' 1 _ ' ' ATB W M1.011�.------�1e ._.1 ■P MOM lw �'ll ''//I■�I®I�11��111IIw1111�1111�111\ : �, 11010 I'I/L/Of./LI � I� .11///f'�I . I i � , I%///�I�//�. �r I i/i�IE %�� •//„�I�/�� �111�1��11�1�11�11�1�81�11�1�1�1�1®I® t a GARAGE LEFT I►& fV C � DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK, CONSULT BCSI �A 7 I _V L I I C L I. I.. I I 11' 6" I 3' 4" 5'-4" 15' 10" ------41 TRUSSES CANNOT FABRfSTARTEDIT QNiAGREEMEN119D8i:ETURNED The legal description of the property whore the trusses vdll be Installed .The undersigned acknowledges and agrees: !: TrOses will be made In strict accordance Which Is the sole authority for det"rminln su with this truss placement diagram layout, 2. All dlmenslono In this layout have been vedflsed bfabrication of the trusses. .3. Of Unless wnttan notice la provided by certlees that ked mall to nd Igers .T a' wdNon notico la fumishery the edChambera Trues shell* eve threes II be alloweruse d his tan (10) to begin repels required, or to subatltute other trusses, et Cham dd55y��jjj eye a event 4. The undesigned edcnowladgas tedaipt o{ •BCSI 1-03" summary aheetnby 7PI & WrCA. bare oP n.' fi, Delivery b to Job site. It la the buyera'reaponslbilky to make the Jab eke sukeblo for delivery, Chambeto Truss hee the sole authority to de "1 the suitability of the job Mta or a poitlon of the job she for delNery, Chsmbare Truss w111 be responsible for tlump delivery on . The buyer b responsible for eddfdonal delNs:, expanses k Chambers Truss has to radelNar bepuea Job eke la riot prepared for delivery or buyer le not prepared for deMe Buyer's responsible tc Chambers 7rusc for towing costa due to eke conditions. 9. Price as shown I ere ry of trusses. 9 P graph 7 below t sub)eq a duenoe Kano changes are, made Iri this IayoU' A Sb0 per hour fee for rev(slons may be charged by Chambers Tfusa. gr 7hla la r PURCHASE ORDER to Chamber:,Tuss of the sum agreed tW or k no agreement a reasonable pbericInvoice wig be made on delNery and paid within terms oI n o 'on delNery. Invoice may. be made at scheduled date-bf delivery If buyer cannot accept delivery of fabricated trusses, The untlerslgnad agrees to pay Chambera,Tfuss reasonabl9 attomeye fee for collect2na In event of payment not tlmety made, t-12 %per month servjce charge will be added for all sums not paid wk a tense. • S. In cons or Inldalfanywhere on this sheet constltutea egreamam to ak terra herein. 6: In conaltle atlon of Chambers T vsa eMending c edh for Ihla metedal the undersigned Chmnbare Tn aagb en sen Payment when due of any and all Indebtedness owed to Indebtedness InctuY r receiving metedal and the undarslgnad agrees to pay such Ins ettomeye fees, k default In payment for material be made by the recipient, plans 10. In the avant of any "'gatlon oonoeming this ogre"ment, the hems lumished hereunder be payment'referred to herein, the, padres agree that the sole venue for any such action will be Saint Int, a County, Florida, 11. Design responslbRites ate Per "Racbmmendad Guidelines On Nadongl Standard And Rasponsibilltlea For Construction Using Metal Plate Connected Wood Trusses k.NSVrPWVTCA 4.2002'- )ATED ' UGNED 07,_ — ___--- TITLE,__ .. .._. AsPleaderbarmaybe --'- ""--� fPar°'BCSI,-03 tuPisverlllrytayadamage 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 erecter. Study the contents of the information packet Included on delivery before setting trusses. Thissas inuat besetand braced pertlesfgn to Prevent lnlurY& damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any othe►cobeentrated loads on trusses, this can cause collapse. USING USE LAYOUTT ELIVE ED VWTH RUSES TO SE� U� ES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Plerca; Florida 34982-8423 800-551-5932 Fort Pierce 772465-2o12 Fax 772-486-8711 Vero Beach 772-569-2012 Stuart 772-286-3302 gar-r- era.,, nVauDCD CTDI LCSCf)M „. , The Architect's or Architect's representative's Shop drawing approval is NOT a. "double check" of the contractor. The contra shan remain responsible farcheeking field measurementsnd .other construction criteria. Architects approval covers generalroof shapQ, structur review of truss strapping, and loatlin0 on e from gravif i their rea rand uplft loads and five loeatio APProved By Z to Date: Braden & grader, A.1,A. 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 w Loading in PSF Roof R.D.L. eo `!uI .2 I Top Chord Live 20 _ y , Top Chord Dead 7 4.2 t c Bottom Chord Live 10 Non -Concurrent �I 3 I Bottom Chord Dead 10 3 01 TOTAL Load 37 7.2 rn Duration Factor 1.25 ' Wind Speed 165mph �, .. v Top Chord C.B. Sheeting by builder. Y 1n Bottom Chord C.B. Sheeting by builder. N 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.=Restrainin 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 Building Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: M11412 Scale: 1/4 = 1' 73 total tru sses, 18 different trusses. MI 4: RLC ACAD: RLC Reviewed By: - rn Date:11/14/16 Revised:10/23/18 �/ FOR II WYNNE DEVELOPMENT CORP. DESCRIPTION: GARAGE RIGHT ma STERLING PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 7G Y3 18 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11412 3 0 M I%I4 Qa51" MiTek® o s- © RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd: Tampa, FL 33610-4115 Site Information: Customer: Wynne Development Corp 'Project Name: Sterling Lot/Block: Model: Sterling Address:. unknown Subdivision: ty City: St Lucie Coun 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 Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.. . No. Seal# _ Truss Name :: Date 1 T17086636 a 5/17/2019 . 2 T17089637 al 5/17/2019 3 T17089638 a2 5/17/2019 4 - T17089639 a3 5/17/2019 - - 5 T17080640 a4 5/17/2019 YV � 6 T17089641 a5 5/17/2019. 7' tl708964'2 ata 5/101. 7/29 NOV 2 7 '(1019 8 T17089643 atb 5/17/2019 9 T17089644' ate 5/17/2019 5T. Lucie County, Permitting 10 T17089645 bha 5/17/2019, 11. T17089646 gra 5/117/2019 12 T1708964j2 5/17/2019 FILE COPY: 13 T17089648 j4 5/17/2019 14 T17080649 j6 5/17/2019 15 T17089650 j8. 5/17/2019 REVIEWED FOR 16 T17089651 ja8 5/17/2019 17 T17089652. kj8 5/17/2019 . CODE C:OMPL.IAIV, E 18 T17089653 kja8 5/17/2019. ST. L.UCIE COU Y BOCC The truss drawing(s) referenced above have been prepared by. MiTek USA; Inc under my direct supervision `��II -I based on the parameters provided by. Chambers Truss.: ���O�P• Truss Design Engineer's Name: Albani, Thomas ,����. * • eq� My license renewal date for the state of Florida is February 28,.2021. Florida COA: 6634 3 38`� IMPORTANT NOTE: The seal on:these truss component designs is:a certification that the engineer named is licensed in the jurisdictions) identified and thatthe :: , '`ai designs comply with ANSI/TPI 1. These designs are based upon parameters ' shown (e.g., loads, supports, dimensions, shapes and design codes), which were:'%� STAT given to MiTek. Any project specific information included is for MiTek ��` •• ,c customers file reference purpose only, and was not taken:info 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. Thomas A. AIba01PE Nt%39380 MITO PsAi Inc. FLCert6634 6904-Parke.Ea§t:Blvd. Tampa FL'33610 .: May 17, 2019 Nip.. 1 of 1 Albania Thomas Job Type City Ply CARLTON 299. T17089636 M111412. A �Truss SPECIAL Job Reference (optional) L;namt)ers I russ, Inc., t-on Fierce, Ir-L 0. IJU 5 WWI— I I ZU 10 IVII I UK ff IUUbUlUb, I[ 1G. r I I I.Vidy !1 ­4­4 — I U r-du= i ID:kFvnsnOwY419ZhO—nM3lc6ylJgg-NAHvKB. yG?EunxpeSyhNiLphFkDO5agYtxgjMmzFeBJ :0-0, 8-6-0 13-8- �3 �2 8 '14 36-0-0 7 . -0-9 5 10_2 I ? _P I 8-6-0 _0 -2-12 5-;- .6 ;3 .2�4 7 Scale 1:6 3.0 5X8 4.00 FIT 3X6. .\\ 24 3 4 : 4x5 = 4x6 = 45 255 6 7 5x12 MT18HS =. . .. .. 26 27 8 C, 23 2 L__ F 13 14 7x8 MT18HS 12 9 8 2 10 1 16 16 44 = -3x4� M = 3x4 5x8 2.00F12 4x1 0 9-10-0 13-8-9 19-5-3 24-6-0 L6 2-1 36-0-0 9-10-0 _I 0.0 5-9-3 5,0-1 3 9-10-0 Plate Offsets (X,Y)-- 12:0r0-2,Ec1ge1, [4:0-5-4,0-2-8], [6:0-3-0,Edge], [8:0-9-0,0-2-81, [10:0-2-1 0,Edge], [15:0-1-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl 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 244I190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n1a n/a EICOL, 10.0 Code FBC2017rrPI2014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LUIVIBER- 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 Horz 2=-1 19(LC il[l) Max Uplift 2=-846(LC 12), 10=-846(]_C 12) FORCES. (lb) -Max. Comp./Maio. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-3 ' 338/2212, 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, 1314=-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=-1198h 876, 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; Vult7-165mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BC.DL=3.Opsf, h=1 2ft; 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(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MVVFRS for reactions shown; Lumber DQL=1.60 plate grip DOL=11.60 3) Provide adequate drainage to'prevent water ponding. 4) All plates are MT20: plates unless otherwise indicated. 5) This truss has been designed for alo.6psf bottom chord live load nonconcurrent with any other live loads. 6). *'This truss has been designed for a live load of 26.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail 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) ofstruss to bearing plate capable of withstanding 846 lb Uplift at joint 2 and 846 lb uplift at joint 1 D. - CP Ic? Th omaii A.:Albani OE No:38380 MlTeli'OSAJ IhciFL;Cert�66U 690ii Parke Eistblvd. Tampa FL.33610, Date: May 17,2019 WARNING - Venflydesign parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/0312015BEFORE:USE. Design valid for use only with MiTek@ connectors. This design is based. only upon parameters shown, and is for an individual building component, not wt 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 iDf 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see... , ANS11TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl. 36610 Job Truss Truss Type Qty . Ply CARLTON 299 T17089637 M 1.1412 Al SPECIAL 1 1. ` Job Reference (optional) I;namoers I Russ, Inc., Tort merce, I'L O. IOUs Mar I 1 zu 10 IYII I en If Iu Uba tub, RIG. rl I Ivldy rays ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-rMrHXX_al JMIP50r7gCcHYMx78Zbg7_i6bPGuDzFeBI 1-0-0 8�-0 11-10-0 18-7 4 24-2-0 28-9'-4 36-0-0 37-0 Q 8-6-0 3-0-0 6-9-4 55 _12 4-7 4 7-2-12 -0-0 Scale=1:63.0 4.00 12 5x6. = 3x8 = 5x6 = 4 22 .5 23 6 14 13 3x4 11 onr n 3x6 = 3x4 = 5x6 = 2.0012 4x10 28-9-4 4-11-4 5-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 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 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directlyapplied 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 Horz 2=-141(LC 1.0) 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, 4-13=-151/409, 5-13=-1376/890; 5-11=-557/1048, 6-11=-849/1449, 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=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 p'sf 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 ANSI(rP1 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. Albarii PE No.3938D MiTek USA,'Ine:• FL Cerf 6634 , 9.34 Pattie East Blvd. Tampa FL.33610 Date: May 17,2019 AwARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11-7473 rev. 1010312015.BEFORE.USE. Design valid for use only with MiTak® 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation,.storage, delivery, erection and bracing of trusses and truss systems, see . . : ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss a Truss Type Qty Ply CAR LTON 299 T17089638 M1.1412. A2 SPECIAL" 1 A. Job Reference (optional) L:namoers truss, Inc., tort Fierce, tL ts.l3U s Mar 11 zultf MI I eK mausmes, Inc: trl May l i uy:z4:44 ZU7`J rage-1 I D:kFvnsnOwY419Zh0_nM31c6ylJ9g-JYPglt?CocUcOFz1 ZNjrgmu6RYvxZXarKF9gQfzFeBH 1-0-0 8-6-0 13-10-0 18-0-0 22-2-0 24 6-0 28-9 4 - , 36-0-0 $7-0-Q 8-6-0 5�-0 4-2-0 2�-0 4 3 4. 7-2-12 -0-0 Scale=1:63.0 5x6 = 3x4 4.00 11z 4 5 5x6 =. 6 4x6 15 14 7x8 MT18HS 3x6 = 3x4 I 5x8 = 4x1D zz 2.00 12 8-0-0 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 4-0 4 7-2-12 Plate Offsets (X,Y)-- [2:0-0-6,Edgej, [9:0-2-10,Edge) _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. it (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 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 lncr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/fP12014 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 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=-1909/3146, 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=-916/581,"5-13=-261/668, 6-13=-588/1003, 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 Extenor(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 nonconcurrenf 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) 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:.Albani PE No:39380 MiTek USA, lk'- FL'Geiti634. 6909 f -e East Blvd. Tampa FL.33610 ,.Date*. May 17,2019 A WARNING - Vedly design parameters and READ NOTES ONITHIS AND INCLUDED MITEK REFERENCE.PAGE Mll-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 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 MOWis always required for stability and to prevent collapse with possible personal injury. and property damage. For general guidance: regarding the .. fabdcation,.storage, delivery, erection and bracing of trusses and truss systems, see. . -ANSI1TP/1 Quality Criteria, DSB-89 and BCS/ Building Component .. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty y PI CARLTON299.. T17089639 M11412 A3 SPECIAL' 1 1. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL o.-iau s mar i i zu io ivn i eK muubureb, niu; rn rwdy ! r ua .— cu is rcyo 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-nkz2yDOgZwcTePYD75E4NzRIRxFCI_W_ZvuNz5zFeBG 1-0-0 8-6-0 15-10-0 20-2-0 24 6-0 28-9 4 36-0-0 7-0- r O 8-6-0 7-4-0 4 4-0 4�-0 42-4 7-2-12 -0-0 Scale: 3/16"=.1' 4.00 12 5x6 = 5x6 = 4 5 15 3x4 II 5x6 = 4x10 = 3x5 = 2.00 12 8-6-0 4-0-0 36-0-0 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..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 . 244/190 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 11r12 >551 240 Weight: 167 lb 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. (Ib/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 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, 9-1 1=-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=0.16; 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 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 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 atjoint(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.,Albafii PE No:30* MiTek WSA,:Ipo-FL'Cert'6634, 6904 Parke East.Blyd. Tampa FL.33610, Datea May 17,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11.7473 rev. 10/03/2015BEFORE,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 _ 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.. ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type Qfy Ply CARLTON 299 T17089640 M11412. A4 SPECIAL 1 .1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:46 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-FxXQ9Y1TKEIKGZ7QhomJvB_SgLbV1 NYBoZewVYzFeBF 1-0-0 8-6-0 13-8-0 18-0-0 241 -0 28-94 , 36-0-0 37-0-q i 0-0 8-6-0 5-2-0 44-0 6 6-0 4-3-4 7-2-12 -0-0 Scale: 3/16-=1, 4.00 12 5x6 = ... - .. 6 .. 23 2 13 12 26 10. 11 u, oh r] d 14 : 7x8 MT18HS = 3x4 ll' j 16 15 3x12 o $x5 = 3X4 11 5x8: _ .. 2.00 12 :4x10 = 8-6-0 13 8-0 18-0-0 24 6-0 28-94 36-0-0 8 6-0 5-2-0 44-0 6 6-0. 4-3- 7-2-12.. . Plate Offsets (X,Y)-- [2:0-1-2,Edge], [8:0-3-0,Edge], [10:0-2-10,Edge], [15:0-2-12,0-3-0] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 244/1go BCLIL 0.0 Rep Stressincr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL : 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1:70 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6A 1 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=13.86/0-8-0 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=-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=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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit 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, kbani PE No.39380 MiTek USA,;Ine FL'Cerf6634 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 MII.7473 rev. 1010312015 .BEFORE:USE. Design valid for use only with IMiTek® connectors. This design is basedpnly upon parameters shown, .end 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 MITeIC" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria,'DSB-89 and BCSI Building Component 6904 Parke e East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 36610 Job Truss Truss Type City Ply CARLTON 299 T17089641 M11412 A5 SPECIAL 7 1 Job Reference o tional cnamoers i russ, inc., sort vierce, r-L o. wu � Mal I ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-j74oNu 154XtBuiicEVHYSO WdPlxkmgjH l DNU 1_zFeBE 1-0-0 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4i.36-0-0-a7-� -'0-0 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 = 23. 26 13 10 m 2 7x8 1118HS = 12 11I� dI �14 3x4 d 16 15 4x10 = . 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] [8:0-3-0 Edge] [10:0-2-10 Edge] [15:0-2-12 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 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/al 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 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 Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp.IMax. 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=1 3=-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=r3134/2058, 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; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteri6r(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 1&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. ' '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 Ib uplift at joint,2 and 846 lb uplift_ at joint 10. Thomas A.'Albani OE No.38380 MiTek USA,Inb:•FL'CerF66U 6904 Pzike East.Blvd. Tampa FL,33610 "Date:: May 17,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015.BEFORE:USE.�� Design valid for use only with MiTekO connectors. This design is based. only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" Is always required for stability and to prevent collapse with possible personal injury, and 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 T17089642 M11412 ATA COMMON. 7 .1 Job Reference (optional) Gnamt)ers I russ, Inc., tort Fierce, tL o. wu s Mar 11 to io rvu i en uwusures, uw. ni rv,ay . rayv . ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-BJeAaE2jrf?2VsHooDon_c3p79KOVMSRFt71 ZQzFeBD 1-0-0 8-1-1 i 13-10-2 18-0-0 22-1-14 27-10-15 36-" 17-0-q 4-1-14 4-1-14 5-9-1 8-1-1 -0-0 Scale=1:61.0 4.00 12 5x6 = .6 17 ' " 15 '"'" '" 14 ' - 12 3x8 = 3x4 II 4x6 = 3x8 = 3x8 — 46 = 3x4 II 3x8 = 8-1-1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 .360 MT26 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 incr 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 SP 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)270;3-15=482/581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads have been. considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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) 100.01b 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796.Ib uplift at joint 10. 1 � 0 Thomad A:Albani PE No.39380 MiTek'6S4_'1 : FL'Cart'8634 6904 Parke East Blvd. Tampa FL.33610, '.Dalai May 17,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE Ml1.7473 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!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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type Qty Ply CARLTON299 T17089643 M1.1412 ATB COMMON 1 1 Job Reference (optional) unamoers i russ, Inc., Tort rlerce, rL ti.iau s mar -i i [u 10 M11 ex mousmes, inc. rn may i r uu:z4:4u cu iu rage 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-fW CZoa3Lc97v7Or1M WJOXpc1 MZkbEoXaUXsa6szFeBC 1-0-08-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-" �7-0-q -0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 -" Scale=1:60:9 �1 6 4.00 12 5x6 = 6 3x5 = 3x4 II 3x6 = 6x8 = 6x8 = 3x6 = 3x4 ll 3x5 = 8-1-1 13-10-2 15-2-0 21-10-0 22-1 14 27-10-15 36-M 8-1-1 5-9-1-14 6-8-0 0- 4 5-9-1 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 >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 FBC20l7/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 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 CHORD2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-14 REACTIONS. All bearings 0-8-0. (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 T), 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. 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) 100.01b 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 = IO.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. Thomap A.,Albani PE No.39380 MiTek USA,,Inci FL CerC6634 49D4 Parke East Blvd. Tampa FL.33610 '.Date: May 17,2019 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 40312015.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,,nol�• a truss system. Before use, the building designer must verify the applicability of design parameters and properiy,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 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 My Ply CARLTON299 T17089644 M11412 ATC COMMON. 1 1 Jo ti Reference (optional) Chambers Truss, Inc., Fort Fierce, FL ts.IJU s mar i i LU 10 ml I eK moustnes, mc. rn may i r ua:cv:ou 4u ra rage i I D:kFvnsnOwY419Zh0_nM3ic6ylJ9g-8imx?w4zNSFmIAQBwegF418C6y4gzFniBc8eJzFeBB 1-0-0 8-1-1 13-10-2 1811 22-1-14 27-10-15 36-M 37-0 q -0-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 - Scale=1:60.9 4.00 12 5x6 = 6 3x5 = 3x4 1. 3x6 = fix8 _ 6x8 3x6 = 3x4 I 3x5 = 8-1-1 13-10-2 15-2=0 22-1-14 221-7 27-10-15_ 8-1-1 5-9-1 3-14 6-11-14 0-0-9 5.8-8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc)_ I/deft Ltd 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 FBC2017r rP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 172 lb FT = 20% 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 Hori 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. 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) 100.01b 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 15 except Qt=lb) 2=433, 14=866, 10=240. 1 u) Ic, 0 Thomas A. Albadi PE No.39380 MiTek USA, lk., FL Cert'6634 6904;Pgke East Blvd. Tampa FL.33610 '-Date; May 17,2019. AWARNING -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 MiTek@ connectors. This designis based only upon parameters shown, Tend Is for in 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 : ANSI/TP/1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL.36610 Job Truss Truss Type Qty . Ply CARLTON 299. T17089645 M11412 BHA COMMON 1 1. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL i5.1J0 s Mar i i zuip Mr I ex InausineS, Inc. I-n May i f u`J:Z4:oz Zulu rage i I D: kFvnsn OwY419Zh 0_n M 3lc6ylJ9g-45u hQ c5 Dv4VT_U aZ 13sj9S ES6m koR7tOAV5Fi BzFeB9 16-0-0 24-0-0 -0-U 8-0-0 12-0-0 140-0 15.6.0 1&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 2-0-01-6-00-0- 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"=l' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 5.6 = o1G 3x6 = 4.00 12 9 12.: 14 7x10 MT18HS 7 16 5 18 :7x10.-- 3x6 I 5 = 5x 3 0 17 20 21 22 N ful IM 28 27 26 25 24 23 0 3x6 II 4x6 = 6x8 = 6x8 = 3x6 II 3x5 = 3x6 = 8-0-0 15-0-0 22-10-15 28-0-0 36-M 8-0-0 7 6-0 7 4-15 5-1-1 8-0-0 Plate Offsets (X,Y)-- [2:0-0-2,Edge], [3:0-3-8,Edge], [11:0-3-0,0-3-0], [20:0-3-8,Edge], [21:0-2-8,Edge], [25:0-3-810-3-0] . 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 . 0.73 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 FBC2017fTP12014 . 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 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 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 Ib or less atjoint(s) 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=-922/209D, 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. . 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4). All plates are MT20 plates unless otherwise indicated. 5) 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 Ib.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 not depict the size or the orientation of the puriin 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 Ib up at 28-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom; chord. 'The design/selection of such connection device(s) is the responsibility of others. 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 Albani PE No:39380 MiTek USA;'Ine.- FL Cert'6634 6904 P_ alrke East Blvd. Tampa FL.33610, Date: Mav 17.2019. IiSlhpStlanclard ®WARNING - Vedfy deslgh parameters and READ NOTES ONTHISAND'INCLUDEO MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE, USE. Design valid for use only with MiTe.WD 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 indicatedisto 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, OSB-89 and SCSI 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 T17089645 M11412. BHA' COMMON 1 1 �- Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-45uhQc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 LOAD CASES) 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) WARNING-' Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII-7473 rev. 1010312015.BEFORE ,USE.. , Design valid for use only with MiTek® connectors. This design Is based, only upon parameters shown, .and ie for an individual building component, not a truss system. Before use, the building designer must verily 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 MOWis 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 2166110 Job Truss Truss Type Qty Ply CARLTON299 ' T17089646 M1.1412. GRA HIP. 1 1. Job Reference (optional) Lmamoers i russ, inc., tort Tierce, t-L 1-0-0 7-10-0 13-8-0 -0-0 7-10-0 5-10-0 5x8 MT18HS = 4.00 12 0. 1au 5 IYIdl 11 Lu 10 IVII I CR 111-11ICJ, "I "' rv,dy , ayc , ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8 18-0-0 22-4-0 28-2-0 36-0-0' 4-0-0 4-4-0 5-10-0 7-10-0 -0-0 - Scale=1:61.9 5x8 MT18HS = 3x4 II 5x8 = 3x4 II ' N IA 6 15 34 14 13 35 36 37 38 12 39 11 40 10 3x5 = 3x4 II 4x6 = 6x12 = 6x12 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 0-2-8] [5:0-4-0 0-3-0] [7:0-5-4 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 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/TPI2014 Matrix -MS Wind(LL) 0.22 1041 >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 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 cc bracing. WEBS 2x4 SP No.3 "Except* WEBS 1 Row.at midpt 3-13, 5-13 4-13,6-12: 2x6 SP N6.2 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=3b46(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, 8-1 0=-1 578/2786 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 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); Lumber DOL=1.60 plate grip DOL=1.50 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 lb up of 12-0-12, 103 Ili down and 170 lb 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 dowmand 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.Ib 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 lbLip 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 Ib down and 223 Ib up at 28-2-0 on bottom chord. . _ Thomas A. Albatii OE No.39380 The design/selection of such connection device(s) is the responsibility of others. MiTek USA, Ine:fL'Cert 6834. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _6904.0a1ke East Blvd. Tampa FL,33610• '-Date- - LOAD CASE(S). Standard May 17,2019 AWARNING -Verify design paramaters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCEPAGEMII.7473 rev. fO/03/2015.BEFORE.USE. Design valid for use only with Mif6k® 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/f Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Ply CARLTON 299 T17089646 M11412. GRA HIP 1 1. Job Reference (opt ional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May-17 09:24:53 2019 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeBB 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(Bl Jab Truss Truss Type City A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. 10103f2015.BEFORE:USE. Design valid for use only with .Tek® MIT connectors. This design is based,only upon parameters shown; land 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 ANSI1TP/1 Quality Crlteria,'DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL.36610 Job Truss Truss Type City. Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS 8 1 Job, Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 1-0-0 8.13U s Mar 11 ZUIB MI I eK maustnes, inc. Fri May It UU:Z4:b4 ZU1`J Pagel I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-OT?RrH7U RhIBDnky9UvBEtJwBaW VVDKJepaLn4zFeB7 2-0-0 � 2-0-0 Scale 1 0 r 6 4 3x4 = 2-0-0 LOADING (psf) SPACING- 2-0-0_ CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr - YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8 lb. FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 a 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; MWFRS_ (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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 atjoint 3,136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thonla6A..Alban] PE No:39380 M61iUSA,_Inc FLCert'6634 B9D4 Parke East Blvd. Tampa FL.33610: .Date:•' May 17,2019 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103t2015 BEFOREUSE. Design valid for use only with MIT6W connectors. This design is based only upon parameters shown,'and is (or an individual building component, not ... a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MlTeks 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 Cr feria,'DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL.36610 Job Truss Truss Type Qty Ply CARLTON 299 T17089648 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., 1-ort Fierce, FL C.l3U s mar i i zu io mi i eK mouslnes, inc. rn May -i it Uy:z co'{ zule rage I I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OT7RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 4-0-0 4-0-0 . 3x4 = 4 Scale=1:11.1 4-M 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi 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 .1ncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 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 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 3710-4 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 77 lb uplift at joint 3,:159 lb uplift at joint 2 and 7 lb uplift at joint 4. Thomas kkbani PE No.39380 MiTek IJSA Iho: FL Gert 6634 6904,F1qke East,Blyd. Tampa FL,33610 Date: May 17,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFOREUSE. Design valid for use on[ yWith .MiTek® connectors. This design .is has ed_only a 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 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 MITe 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, 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 City Ply CARLTON 299 T17089649 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL W-0 -0 8.73U s Mar l ZUlt3 MI t eK mcuscnes, In.. rn May -i i Uy:G4:o0 Gina rage -i ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-UgZg2d86C?t2rxJ8iBQRn4s2Dzg9egaTsTJvJ WzFeB6 6-M 6-0-0 Scale=1:14.6 3x4 = 4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Incr YES WB 11.00 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 LUMBER- BRACING- PLATES GRIP MT20 244/190 . Weight: 20 lb FT = 20% 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 or10-0-0 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 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) -170-0 to 2-7-3, 1nterior(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.Wbani OE No.39380 Mi7ek bSA, lne;FL'Cerf6634, 6904 Parke East Blvd. Tampa FL.33610 Datc May 17,2019 A WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1WO312015.BEFORE .USE. Design valid for use only wilh'Wi kO 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 . ANSI/TP/f 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 CARLTON299 T17089650 M1.1412 J8 MONO TRUSS 11 1. Job Reference (optional) Cnambers Truss, Inc., Fart fierce, FL 6.1sU s Mar I ZU12f MI I ex Industries, Inc. Fri May l I Ub:L4:06 LUIU rage l I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-ys7CGz8kzl?vT5uLGuxgJ109wN64N7pc573SryzFeB5 1 0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.4 3x4 % 4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014. LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 7-00 8-00 7-M CSI. DEFL. in (loc) I/deft L/d TC 0.61 Vert(LL) -0.14 4-7 >676 360 BC 0.47 Vert(CT) -0.30 4-7 >310 240 . WE1 0.00 Horz(CT) -0.00 3 n/a n/a' Matrix -MP Wind(LL) 0.26 4-7 >368 , 240 REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical BRACING - PLATES GRIP MT26 244/190 Weight: 26 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; 121=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 7-10-4 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 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 MTek tJSA,:Inb:: FC'Cert,'8034. 6904,0arke East.Blyd. Tampa, FL.33610 Dater May 17,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015.BEFORE,USE. Design valid for use only with }vliTek® 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 ANSI17Pi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply CARLTON 299 �Qty T17089651 M11412 JA8 MONO TRUSS 11 .1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - 8.13U s Mar 11 ZU18 MiTek Industries, Inc. Fri May 17 U9:24:56 2U19 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ys7CGz8kzl?vT5uLGuxgJ 109PN6PN7pc573SryzFeB5 1 Scale=1:17.2 3x4 = 4 7-10-0 7-1 n-n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC " 0.58 Vert(LL) -0.13 4-7 >721 360 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 FBC2017fTPI2014 Matrix -MP Wind(LL) 0.24 4-7 ?392 240 PLATES GRIP MT20 244/190 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 Horz 2=175(LC 12) Max Uplift 3=-170(LC 1,2), 27-223(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 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 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. ThomadA,Albani PE No.39380 MiTekUSA,;InotFLCe U34. 69D4 Parke East Blvd. Tampa FL.33610 Date'. May 17,2019 AWARNING - Verify design parameters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGE M167473 rev. 10/03/2015.BEFORE .USE. Design valid for use only with MiTekO connectors. This design -is based,oNy upon parameters shown, and is for an Individual building component, not '° a truss system. Before use, the building designer must verify the applicability of design parameters and properly.incorporate this design Into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlf 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 T17089652 M1.1412 KJ8 MONO TRUSS 2 .1. Job Reference (optional) L,namuers i russ, inc., rorr rrerce, rL 1-5-0 o.1JU s Mar 1l zuio MI I eK Inausines, Inc. rn May l r uu:z4:ar zulf u rage l ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-Q2haTJ9Mkc7m4FTXgcSvsVxQynWn6VflKno00PzFeB4 7-27 1130 .. 7-2-7 4-0-9 Scale4: 1:2I3 6 2x3 11 3x4 = 3x4 = 5 7-2-7 3-10-5 0=2-4 LOADING (psf) SPACING- 2-0-0, CS1. DEFL. in (loc). .I/deft L/d 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 0.25 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/rP12014 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 or10-0-0 oc bracing: WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 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=-913/257 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 20.0psf 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 lb uplift at .joint 2 and 118 lb uplift at joint5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 Ib up at. 2-11-0, 39 lb down and 58 lb up at 2711-0; 8 lb down and 101 lb up at 578-15, 8, Ib down and 101 (b 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 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 Ib down and 14 lb up at 8-6-14, and 31 Ito down and 14 lb up at 8-6-14 on bottom chord. The design/selection Of such connection devices) 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 (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) Thomas A..Albani0E-No.38380 Mifek USA, Inc:' FL Cent 6634. 6904 Parke E, astBlyd. Tampa FL.33610 Date: May 17.2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1WO3/2015.BEFORE.USE. Design valid for use only with M!TekO 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 I ,ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safefy/nformadon 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 T17089653 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) t;nam0ers truss, mc., tort tierce, I-L ts.iju s mar i i zuits miI etc inousmes, Inc. rri May i r Ua:z4:06 zuta rage i ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-vFFyhfA VwFdiP2jOJz8OjUbgBsJry4vYRYZwrcFeB3 -1-5-0 6-10-0 , 11-0-3 , r 1-5-0 6-10-0. 4-2-3 2 3x4 = 10 13 2.83 12 14 3x4 . 3 6 2x3 11 12 15 Scale=1:19.9 4 r-T 5 3x4 = 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 lncr NO WB . 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 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=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(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=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 107 lb uplift at joint 4, 321 lb 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 lb down and 143 lb up at 8-6-14, and 42 lb down_and:143lb up at 8-6-14 on top chord, and 31 lb 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 (pif) . Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 1 0=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) Thomas A.,A(bani PE No.39380 MiTek USA Inc: FLCert'6694 6904,Parks East:Blyd. Tampa FL,33610 Dater May 17,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11-7473 rev. 1WO312015 BEFORE USE. ' Design valid for use only with • MIT ek® connectors. This design is based duly 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 ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 31; Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both'sides of truss and fully embed teeth. O'11e For 4 x 2 orientation, locate plates 0= 'lid' 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. . Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 WEBS 4 ❑ m ❑ \\ d i. 0 c7a cea cis BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 . ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev.. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage:or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be.designed by.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 ANSIfrPI 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 ANSVI`Pl 1 Quality Criteria.