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Home My WebLink AboutTrussTRUSSES f A=LIFE SAFE Y WARNING symbol identifies Life S f t Warnings that should be read A This s Y 9 Y 1111 given special attention by all p rsons installing trusses: D SPAGI IG NOTE ALL TRLJ55f 51ARE TO BE SET AT 2' ON CENTER _ EXCEF iAS NOTED MULTIPLE PLY RUSSES MUST BE ASTENED TOGET IER PER ENGINEERIN BEFORE SEl rING. REFER TO I ENGINEERING DR WING TO DETERMINE IF MUI.tIPLE PLY. AA ( DON'T L TRUSSES WITH SPA (LONGER THAN 30' BY HE PEAK. CON !!HE BCSI 30' Span,or less 30' to 60' Span A& 50 degree j Spreader Bar or less i 1 /2 �---Abism. 2/3 tom ag Line span approx. aria /2 at spun REFER TO BCSI REFER TO BCSI Truss must be set this way if crone used. Truss must be set this way 'rf crone used truss is an example your truss may not m" h This is on example, truss may not match. y Insist crone operator sets truss this way. Insist crone operator sets truss this way. All load beari walls, headers, beams & lintel 'must be in place at indicated he ht before trusses Q are i stalled. AI FZ HAN L�FR NG7TF UNLESS NOTED ELSEWHE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR R HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIR OENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE LD A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING tPARTMENT AND A/C CONTRACTOR. l Carrying Girder ' For Truss to Tru s_ _ V Connections se hanger/connect Nails must be as 'I • shown. Guide tabs o schedule in engine Inge Dome angle nails. package. Carried Truss SEAT PLATEi BY CHAMBERS P CARRIEH Lo Aub AS oi,nEVSo"soon avovr I I e�Ew„ i °Ear off, Fuo � I a•ocvsu 12 CORNER DETAIL 4.00 OVERHANGS NOT SHOWN FOR CLARITY 8' I 1 r upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL tk � I 12 4.00 12 2.00_ Mfill •' HE FIRST•D WITH CRAN5. not qand on trusses • BE SHIPPED AND SUCCESRAN03NE OPERATOR IN ADVANCE until they are braced per BCI . . Mo. //.1 1 110011 �ll HIM 10101 S0 1IRA _® /00 lo 14=00rolA001, TS mog_ I FOR ro � II .Ry 1 Fill pa 10 .y _ 0 loop,1011 _ Pop �i%0111 INVERTED "V"WEBS AT CENTER •'. f.. POINT L DS PER TRUSS FOR 1 11181411 I I i i� l i/l i Yw 7/.Ir/��i�ii//il101' I1l///,17/lil� 2WEI I®IMIMIMIMIMIMI■IMI I®I l 14 4" Al t upset=1/4" heel=3 15/1 1 INDICATES LOAD BEARING REQUIRED BY TRUSSES �FULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR TEAT MODEL. OR A SPREADER BAR OF 18' - 24' IN LENGTH ! A FABRiC GREEMENT & properly nailed to straps & hangers L I The legal description TRUSSES CANNOTf the RESTARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED oproperty where the trusses will be Installed is; 1 (` �+ I .The undersigned acknowledges end agrees; --•_._— I Y L V 1: Tmsses will ba made In stdd accordance wjth this Uuss placement diagram layout, _19_'-9_" _ 15'-3° - which 13 the sole authority for daterminingsuLailll fabrlodfon or the truasas, — — — — — 2.AIl dimensions kr tits layout have been verified by the untlerslgned. .3, Unless Written notice Is provided b perrifi . Suldays of delivery N I undersigned egreesythat no baekcharges veil be I owed.. nl me event such written notice la famished Chambere Truss shall heve Mree (3) bunasa days In which t�4.eThe ugin ndersigned ali cknowledges receipt of SCSus'I 1-03Csummremooary sheet by'fPl & WTCA. 6. Degvery Is to Job site. It Is the buyefs'raeponslblllty to meke the Job slta suitable for delNeryPo on . Chambers Tro site uss hea the sole authority to determine the sultabllUy of the Job ells or a The buyer eBra pone ble or addi on I silvery expenlaes I! ChaPhil Tru a has to redelivBr beau'a Job she la not prepared for dallvery or buyer Ie not prepared for dallvery of trusses. 3uyer Is re8 bauble to Chambers Trues for towing vests duo is efts condltlJel 8. Price es shown Iq paragraph 7 below Is aubJed to change If any changes ere. made It, this .IeyouL A $50 per hour fee for revisions may be charged by Chambers Truss. . 7: This' Is a PURCHASE ORDER to Chambers, Truss of the sum agreed to, or If n0 I a reaeonabla pace, Invoice Wig be made on dallvery and pa Id vgthln terms bf net -de dallvery. Involea may be made at aclredulaid date br dallvery If buyer cannot accept delivery of fabdrsted Weaea, The undersigned agrees to pay Prof reasonable attomey's tea for colledlona In evert of payment not Ilmaty made, 1.12 '�, par month se)vJce charge will be added for all sums not paid wtthIn terms. ' 8. Slgnature or Initials anywhere on this sheet constitutes agreement to all forma herein. 0, In consideration of Chambers Truss III :nding oredg for thla material the undersigned uncondlgonelly guarantees payment when due of any and ell Indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Including SUomeys fees, If default In payment for ate at be made by the redplent, ^. , Y0. In the event of any IlUgatjon conceming this agreement, the items fumished hereunder or payments refamed to herein, theponies agree that thole venue for any such adlon wIII be Saint �Gde Coun, e s ty, Florida. 11, Design responslblld S are per IT StandaN And asponsiblfides For on ReAAmmended Guidelines On NSI I RCsWctlon Using Metal Plate Connected Wood Trusses A/rPM/TCA4-2002'• DATED SIGNED , F0R_ TITLE_ _ 15 A' I, / ern to I I 1 I- — I I 191- 13"' 14'-9" 1 1 /12 /1 T. 1 r` C-4 N I I 1 t 1 INVERTED "V" WEBS AT CENTER W/9' B.C. PANNEL. LOAD W/ (2) 50p POINT LOADS PER TRUSS FOR A/H/U o �- N 7' SETBACK BOSTON HIP BHA ih� \01 �\I0=0i \�I0XV01100 I I 14'-4" 1 1 PLUMB CUT END I CLOUZSED AREAS ARE OF SUPPLIED BY BUILDER PORCH RIGHT 2x4Top Chord / SPECIAL CONCERN & MUST BE AT A HEIGHT OF S' �" H A /C on.neuoM cl iri , CHECKED.. CAREFULLY & MAY i INDICATE DEVIATION FROM ^""".river `�,r "� ea'ec)t{ued Per'Ecs11-03" b� Prevent iNUry & damage. . Multiple ply trusses must be fastened tog®t1har 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 propertyand la the resP�nslbllity of the truss erector, Study the contents of the Information packet Included on delivery before setting trusses, Trusses must be setand bra x c1 Pe!deslgn to Prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other 011COntrated loads on trusses, this can cause collapse. I D® NOT SET TRUSSES US/NC; THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES TRUSS INC w 3105 Oleander Avenue Fort Pierce; Florida 34982-6423 800-551-5932! Fort Pierce 7`72465.2012 Fax 772-465-8711 Vero Beach 772569-2012 Stuart 772.288-3302 The Arerhlteet's or Arch@eev� oresentativ. shop drawing approval is NOT a "double check" of the contractor. The contractor shall remain responsible for checking field measurements and other cons4ruction criteria. Architect's approval covers general roof shape, review of truss strapping, and loading on structure from gravity and uplift loads and their respective locations. Approved 1: Date: 92.0/93.2 MITEK 4.B2raden.& Brads A.LA. P.A. 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 0 wry I Loading in PSF Roof R.D.L. m Z — Top Chord Live 20 I c t I Top Chord Dead 7 4.2 Ill «,,o Bottom Chord Live 10 Non -Concurrent o — c Bottom Chord Dead 10 3 o I TOTAL Load 37 7.2 Duration Factor 1.25 Wind Speed 165mph w H Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. v Highest Mean Height 15'-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 Bracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: M11392 Scale: 1 /4 = 1' 82 total trusses, 15 different trusses. MI 4: RLC ACAD: RLC Reviewed By: Fallen— Date:10/07/15 Revised:03/21/18 ' rI r I FOR Revised: 3/05/2020 6-1 14'-4" Q WYNNE BUILDING CORP. PORCHDESCRIPTION: LEFTWINDSOR PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT" M 11392 � CO/Cr,riL�C �! S fq MiTek" Co <Q f RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: THE WINDSOR 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: FBC2017/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 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T19781803 A 11/11/2020 2 T19781804 Al 11/11/2020 3 T19781805 A2 11/11/2020 4 T19781806 A3 11/11/2020 5 T19781807 A4 11/11/2020 6 T19781808 A5 11/11/2020 7 T19781809 ATA 11/11/2020 8 T19781810 B 11/11/2020 9 T19781811 BHA 11/11/2020 10 T19781812 GRA 11/11/2020 11 T19781813 J1 11/11/2020 12 T19781814 J3 11/11/2020 13 T19781815 J5 11/11/2020 14 T19781816 J7 11/11/2020 15 T19781817 KJ7 11/11/2020 This item has been electronically signed and sealed by Albani, Thomas using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any etf&ic copies 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. ,%O�PS.; 4 • q�e �i,I Truss Design Engineer's Name: Albani, Thomas `��.�•.��(, E NS+�;.;9iL,�� My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 No 39380 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. STATE OF : 44/� tqS-'11I0 N A -�`��. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 November 11, 2020 1 of 1 Albani, Thomas Job Truss Truss Type Ply T19781803 M11392 A HIP �Qty 1 1 �THEWINDSCR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. TUB Mar 2412:54:07 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_U FBTsBBV6zXjH_ �1-0-0, 610-14 9-0-0 , 14-11-0 20-2-13 , 26-0-0 , 28-1-2 , 35-0-0 36-0-q -0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 -0-0 4x8 = 4.00 12 2x3 \\ 4 �1 d 3x4 = 3x4 = 3x6 = 2x3 11 26 5 3x6 = 4x4 = 6 7 27 lb Id 6x8 = 3x4 = 3x6 = 4x8 = 2x3 // 3x4 = Scale = 1:60.5 3x5 = 9-M 14-11-0 20-2-13 26 0 0 35-0-0 ' 9-M 5-11-0 5-3-13 5-9-3 9-0-0 Plate Offsets (X,Y)— [2:0-0-14,Edge], [4:0-5-4,0-2-0], [8:0-5-4,0-2-0], [10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 161 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 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-8-0, 10=0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=01430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17=272/451, 4-1 5=1 087/1002, 5-15=336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=358/600, 7-15=-1329/2190 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for This item has been members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Albani, Thomas, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at Printed copies of this joint 15 and 799 lb uplift at joint 10. document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ,® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to 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 ANS11TPl1 Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty THEWINDSOR T19781804 M11392 At SPECIAL 1 �P" 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:08 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-of?iF3blfgtYOgDv7Us9cGoCh5CAjz5KlVwkOzzxjGz 1-0-0 8.6-0 11-0-0 -014 24 -9-0 19-8-14 -0-0 27�-7 35-0-0 6-0- -0 8-6-0 2-19 3-9-0 411-14 4-322 3.4.7 7-7-9 -0-0 4.00 12 3x6 = SA = 2x3 11 21 5 13 12 3x5 = 5x8 MT18HS = 3x4 = 6 22 2.00 12 5x8 MT18HS = Scale=1:61.3 3x12 = 10-0-0 14-9-0 24-6-8 35.0-0 10-0-0 4-9-0 9-9-8 10-5-8 —� Plate Offsets (X,Y)— [2:0-0-2,Edge), [7:0-4-0,0-2-31, [9:0-1-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 file n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) Max Grav 2=1349(LC 1), 9=1349(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-302212080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007,12-13=-1591/2657,11-12=-2456/3908,9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=354/571, 4-12=362/617, 5-12=-269/279, 6-12=-1034712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE, using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 24,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781805 M11392 A2 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:09 2020 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-HsZ4SPcOQ8?P?zo5hBO08ULMuVYnSPxUx9glY?zXjGy 1-0-0 8-0-0 13-0-0 14-9-0 22-0-0 27 4-7 35-0-0 fi-0- 4-6-0 1-9-D 7-3-0 5-0-7 7-7-9 -0-0 4.00 12 3x6 = 3x4 = 5x6 = 3x4 = 4 21 5 12 5x8 = 2.00 12 22 5x8 = Scale=1:61.3 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 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 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) Max Grav 2=1349(LC 1), 8=1349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008,12-13=-1403/2418,11-12=-155212629,10-11=-I990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268, 7-10=-503/530 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 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 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 825 lb uplift at joint 2 and 825 lb uplift at joint 8. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 24,2020 ---- -- — ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullding 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 ANS1?Plf Qualify Criferla, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T79781806 M11392 A3 SPECIAL 1 �THEWINDSOR 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:10 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-127SgidOBS7Gd7NIFwehhuYXvu2Bsnd9pPr4RzXjGx �1-0-0 8-6-0 15-0-0 20-0-0 411 27 4-7 35.0-0 $6-0q i-0-0' 8.6-0 6-6-0 5 0-0 4-6 8 2-9-15 7-7-9 -0-0 �1 0 3x5 = 4.00 12 5x6 = 4x5 = 14 13 " 24 11 5x6 = 2.00 12 3x12 Scale = 1:62.3 Plate Offsets (X,Y)— [2:0-1-6,Edge], [3:0-3-0,Edge] [8:0-3-0,0-3-4] [9:0-1-15,Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 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 7-12 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) Max Grav 2=1349(LC 1), 9=1349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11=-1072/1939, 8-11=-390/391 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 24,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andlor 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply THE WINDSOR T19781807 M11392 A4 SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:112020 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-DEhgt5eexIF7FHyUpcOtEvOjTIDGwGhnOT90duzXjGw 1-0-0 8.6-0 14-9-0 17-0-0 18-0 24-M 27-4-7 35-0-0 6-0 -0-0 8-6-0 6-3-0 2-3-0 -0-0 6-6-8 2-9-15 7-7-9 -0-0 01 4.00 12 5x6 = 4x6 = 2x3 II 6 7 16 15 6x10 3x5 = 2x3 II 5x8 = 3x12 2.00 12 Scale = 1:62.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TIC 0.59 BC 0.95 WB 0.98 Matrix -MS DEFL. in Vert(LL) 0.80 Vert(CT) -1.05 Horz(CT) 0.39 (IDc) Udefi Ud 13 >528 240 13 >400 180 11 n/a n/a PLATES MT20 MT18HS Weight: 172 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 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 8-14 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) Max Grav 2=1349(LC 1), 11=1349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333 rn 2I�7 n. 0 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Alban!, Thomas, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 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 Printed this will fit between the bottom chord and any other members. Copies of 7) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at signature must be verified joint 11. on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T19781808 M11392 A5 SPECIAL 16 �THEWINDSOR 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:13 2020 Page 1 1D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-9dpbinfuTNVrUb6twl SLJKWOV6vFOEp3rneVhmzXjGu 1-0-0 8-6-0 14-9 0 17-6.0 24-6-8 27-4-7 35-0-0 6-0 -0-0 8-6-0 6.3-0 2-9-0 7-M 2-9-15 7-7-9 -0-0 Scale=1:60.3 �1 0 4.00 12 14 13 3x5 = 2x3 II 5x10 = 14-9-0 5x8 MT18HS 11 2.00 12 3x12 Im1 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.81 BC 0.92 WB 0.74 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.80 12-13 >526 240 Vert(CT) -1.28 12-13 >329 180 Horz(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 148-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) Max Grav 2=1349(LC 1), 10=1349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=2449/1679, 5-6=2397/1763, 6-7=-545213624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 825 lb uplift at joint 2 and 825 lb uplift at joint 10. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. k® Design valid for use only with MiTeconnectors. 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 ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR 719781809 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce; FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:14 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dpMzW7gW Egdi61g3UkzarX2EkWJA7jTD4RN3DCzXjGt n1-0-0 B-4-0 12-11-0 17-6-0 22-1-0 26 8-0 35-0-0 36-0-q 010 B-4-0 M. 4-7-0 4-7-0 4-7-0 8-4-0 -0-0 �1 0 4.00 12 45 = Scale=1:59.5 17 '" 15 "" "' 14 '" 12 3x6 — 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 1 m I� 0 84-0 12-11-0 22-1-0 26-81 35.0-0 ' 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 Plate Offsets (X,Y)— [2:0-0-2,Edgej, [10:0-0-2,Edge) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) UdeFl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 file n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) Max Grav 2=1399(LC 1), 10=1399(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-173913188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524,6-15=-560/968,3-15=-681/524 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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. electronically signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Albani, Thomas, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Printed this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at copies of joint 10. document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUiP11 Quality Criteria, DSB49 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T19781810 M11392 B COMMON 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 11-0-0. 8-3-5 4.00 12 3x6 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:15 2020 Scale = 1:59.3 I N 4 O 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 149 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. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less at joints) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=407/878, 15-17=4071878, 12-14=-393/858, 10-12=-3931858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip This item has been DOL=1.60 electronically signed and 3) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. Sealed by Albani, Thomas, PE 4) ` 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at Printed copies of this joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek®shown, connectors. This design is based only upon parameters 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 ANSVTPl1 Quality Cdferla, DS8-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:17 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq 15E-0 21-6-0 1-0-0 7-0-0 9-6.0 11-6-0 13-6-0 1 17.6-0 19-6-0 21-0.0 23-6-0 25-6-0 28-0-0 35.0-0 -0-0 7-0-0 2-6-0 2-0-0 2-0.0 0-0- 1-0-0 2-0-0 2-0-0 1-6-00- 2-0-0 2-0-0 z-6-0 7-0-0 -0.0 Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END ROOF DIAPHRAGM, OR PROPERLY CON PURLINS AS SPECIFIED. �52 3x4 = 3x6 5x12 =53 4 6 3 35 42 LOADING (psg 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 NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4.00 12 4x4 = 57 15 58 17 56 12 59 55 9 54 8 20 3x6 60 22 x6 = 3x4 2�1 16 ;5x122611 19 1 23 25- 63 14 N t: 28 29 o N I� 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 0-0 21-0-0 28-0-0 35-0-0 l-0 7-0-0 7-0-0 7-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 BC 0.54 Vert(CT) -0.16 35-38 >999 180 WB 0.65 Horz(CT) 0.04 28 n/a n/a Matrix -MS Weight: 208 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32= 1017(LC 8), 28=-434(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=1051259. 27-28=-11291710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514,11-13=-036/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782. 19-32=772/745, 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 Ib up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4. 69 lb down at 21-11-4. 69 lb down at 23-11-4. and 69 lb down at 25-11-4. and 69 lb down at 27-11-4 nn hottnm chord_ This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 e estg se echori ti suc conneation devices) is the responsibility of others.'" "`-' -- -- - ®Q it7Y�1d1e +lQ�sfgA Ee)�e@EIDRF�tAiaGL�rappiled�9 kefac&-Mti oift EzoMFMtEdFan(r=t*) Q&bI3t P0.BEFORE USE. DQtri��lglltVtt�@rdppM &@vth�qM�iT0ej�k®n connectors. This design is based only upon parameters shown, and Is for an individual building component, not a 18�t §sT'rlE5t�81" g designer must verity the applicability of design paamelers and propedy inwrporate this design Into the overall bw in esi n. r g I i s to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIyrP/f Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:17 2020 Page 2 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM 1 K3EfmPcjgXzXjGq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-11B(F) 54=-118(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F) 59=-118(F)60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Well(Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply THE WINDSOR �Oty T19781812 M11392 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-_nAsZgkf3CG_CWZOH IZIYbl?yXOVouLyEj5gvOzXjGo 7-0-0 14-11-0 21-5-2 , 28.0.0 35-M h-0-0' 7-0-0 7-11-0 6-6.2 6-6-14 7-0-0 -0-0 5x12 MT18HS = 4.00 12 3 22 23 24 25 �1 d 3x4 = 24 II 3z5 II 3x6 = 4x8 = 4x8 = 4 26 27 5 28 629 30 31 32 7 JJ J4 14 Jb Jb Jf its Jy 11 4u 41 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 NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 4-13: 2x6 SP No.2 3x6 = 504 = 3x4 = 46 = 2x3 11 Scale = 1:60.3 3x5 = CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.94 Vert(LL) 0.3010-21 >792 240 MT20 244/190 BC 0.67 Vert(CT)-0.3010-12 >812 180 MT18HS 244/190 WB 1.00 Horz(CT) 0.09 8 n/a n/a Matrix -MS Weight: 153 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at micipt 6-13 2 Rows at 1/3 pis 3-13 REACTIONS. (size) 2=0-8-0, 13=0-8-0, 8=0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8). 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1). 8=1225(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733,3-13=2917/1869,4-13=-848/801,6-13=-3504/3050,6-12=-430/666, 7-12=-940/731, 7-10=-489/690 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 165 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3 Ib up at 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A&kQAD GASE(Sl):sifFtamdaarbrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. D6I9fllVAWardrMW&Lh MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Bef re se, 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 buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf Quality Criteria, DSB-89 and BCS/Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T19781812 M11392 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MITek Industries, Inc. Tue Mar 2412:54:19 2020 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYb17yXOVouLyEjSgvQzXjGo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-7=54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4=90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B)40=-40(B) 41=-40(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® 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 m my design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A 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 ANS11TPH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safelylnlormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781813 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYblBwXAho7vyEj5gvQzXjGo -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=140(1_C 12) Max Gram 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) 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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply THE WINDSOR T19761814 M11392 J3 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:20 2020 Page 1 ID:_kriGCA6bx7j2Syl HDXFw7ye3KX-SzkEmAIHgWOrgg8Dq?4_5olMZxUHXa95SNgNRszX)Gn -1-0-0 3-0-0 1-0-0 3-0-0 3x4 = 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 FBC20171TP12014 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) Scale = 1:9.4 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 BC 0.19 Vert(CT) -0.01 4-7 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 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 54 Ito uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. with Design valid for use only MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPlf quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply THE WINDSOR T79781815 M11392 J5 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL -1-0-0 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:21 2020 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-wAHc_WlvbgV iRpjPOibDeOrOoKiYG1PFh1awzlzXjGm 5-0-0 Scale = 1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 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 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply THE WINDSOR T19781816 M11392 J7 MONO TRUSS 24 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:21 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_Wlvbq WlRpjPOibDeOrSnKmPG1 PFh 1 awzlzXjGm Scale: 3/4"=l' LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HGrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 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 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ------ AWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T19781817 M11392 KJ7 MONO TRUSS 4 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:22 2020 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-OMr BsmXM7eZ3zIbyQ7SADNhnk9g?RvOwhJUWlz>jGI -1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale=1:20.6 3x4 = <" " 5 3x4 = 6-8-12 9-10-1 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 38 lb Fr = 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 Gc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=487/798, 6-7=487/798 WEBS 3-7=0/307.3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCp1=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 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 lb uplift at joint 5. This item has been 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). electronically Signed and sealed by Albani, Thomas, PE LOAD CASE(S) Standard using a Digital Signature. 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed this Uniform Loads (plf) copies of Vert: 1-2=-54 document are not considered Trapezoidal Loads (plf) signed and sealed and the Vert: 2=0(F=27, 8=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)4o-5=-49(F=-15, B=-15) signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6304 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITAO 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 andfor 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 fabricabon, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For q. � Q- c1-2 c2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 18. i 4 WEBS C� IXO �i,� N �� _ Zi O bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. U a6 2 IL U 4. Provide copies of this truss design to the building O M I- 0 designer, erection supervisor, property owner and For 4 x 2 orientation, locate c7.8 C6-7 cs6 all other interested parties. plates 0- '/1e" from outside P BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/rPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/rPI 1. 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to P P 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. 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 specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek@ All Rights Reserved 17. Install and load vertically unless indicated otherwise. _ _ number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. � 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSIlrPI 1 Quality criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 or other loads other than those expressly stated.