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Home My WebLink AboutTrussA e A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 5PAGING NOTE ALL TRUSSES ARE TO BE SET AT 2'-0: ON CENTER EXCEPT A5 NOTED i MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A IF MULTIPLE PLY. All DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less ® 30' to 60' Span Spreader Bar AL 60 degrees —\ Or less i2 Tag �__ mpprox 2/3 to TOL rle span /tip— O Line. 1/2 of Span. 9 RR To BCs' EFEREFER TO SCSI Truss. must be set this way if crone used. Truss must be set this way if crone used. s is an example. hour truss moy .not notch. This is an example; truss may not notch. 7rusInsist crane operator sets truss this way. insist crone operator sets truss this way.. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses A are installed. A Al R HAN G71I—IE=R F� 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. Carrying Girder For Truss to Truss Connections see ., hanger/connector Nails must be as shown. Guide tabs o schedule in engineering Dome angle nails. s package. >s _ Carried Truss SEAT PLATES BY CHAMBERS d� TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES RE BUILT 'F OR T-IAT MODEL. AL ARRANJE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' I LENGTH I A DO not `tand on trusses Until they are braced per BCSII & properly nailed to Straps & hangers L FABRICATION AGREEMENT l .TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal description of the property where the trusses will be Installed Is: - C L 19'-9" _— ._. ___._.._ 16-3" _ ^ I / The undersigned acknowledges and agrees: 1' upset=1/4" heel=315116" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 12 4 00 to -- 2.00 — 12 i I upset=1/4" lieel=3 15/16" INDICATES LOAD BEARING PLUMB CUT END REQUIRED BY TRUSSES i SUPPLIED BY BUILDER 2 x 4 Top Chord AT A HEIGHT OF 6-0" WALL HEIGHT 8' ABOVE FINISHED FLOOR END DETAIL: TYPICAL VAULT 4_ I I® I® I r r r �1 '/ 11001 I � 1 1 � � P I I I I /I I 1 I 1 f II _ PON — og- Men 4V 1110 Zq�%00A MIS 9041 ff NOR FAA F ON FO 05A IIIIII�1� �_ ®® FIs ■® It ■®_- ■_ �Ir 1110 /4% %///lIIIi %%/%!%I'////til�//.�/l1 /�I�///%iIa////a,iWZ//�.% r ®I®I®I®I■I®I■�I�I■I®I■I®li�l®I®I®I®IE�► PORCH® •• O C 1. TNsees will be made In strictaccordance with this truss placement diagram ayout, I I I which Is the sole authority for determining. successful fabrication of the trusses. All dlmensfons In this layout have been venfled by tits undersigned. ♦ 1 1 � 1 ♦ 1 1 1 \� 1 .■I■I■II�I®I®�®I�I�I®I® \ 1 ♦1 '�`�1\II` ♦I ` \ , 1 1 Wes`\.\\\\,\\\�\\�\\\`\\\\,I\\`\ 1 i \' 1 \I �1 I. \� � i , teal. I I 1 11` 1 I 1 1 1 il` I I \ IN �1 ®o�o�o�so��a�000��0®��1\0_0��0��0�0�o�000w�� rrrr+ir�r►.��i wellr��.s.s�ars�l��'++�rrr ®_SIR111 _ Else. as 46 joi INS 111 `E INS Miss I�//� INS 1111111 t.... • • . . - • IN I IaSL 111111 ail IRS �� 09 A��"�� 1 ♦I �I \\"1`\\\\.I\`\ \I �i\\\�II`\� I\`\I `\\`\i\Vi\,\\i\ 1\"\`I��\\�"`\I��`t ®I®I® 10■I®ICI®I®I I®I� _I I a 14'-4" lop— V \ 0 1 " l 1JED. AREAS ARE OF®R FT L CONCERN &MUST BE t I PCH LE ED CA�ErI1 01 MAY INDICATE DEVIATION FROM 2. .3. Unless written notice Is provided by certified mall to Chambers Truss within ten (10) dayi of delivery the undersigned agrees that no backoharges will be allowed..ln the event such written notice la fumlahed Chambers Trues shell have three (3) huness days In welch : 'to begin repairs required, cr to substitute othat trusses, at Chambers opti n. 4. The undersigned acknowledges receipt of "SCSI 1-03" summary sheet by'IPI e b site suitable for eke N o le a b er'e'res nslblll tom 1 b site. It tit ty Is to o uy Do 6, Dellva J ry delvery. Chambers Truss has the sole authority to detertnlne Iha suitability of the Job site or a potion of the Job site for delivery. Chambers Truss will be responsible for dump delivery only. The buyer Is responsible for additional deliveryexpenses It Chambers Truss has to redeliver bawuaeJab site Ie not prepared Tor dellvary or buyer le not prepared for delivery of trusses. Boyar Is responsible to Chambers Trues for towing cos16 duo to sUa conditions. 6. Puce as shown In paragraph 7 below Is sub at to change If any changes are, made in this.larnia A $60 per hour fee for revisions may be charged by Chambers Truss, 7; Thls -Ise PURCHASE ORDER to Chambers,Truss of the sum agreed to, or If Ink agreement a reasonable price. Invoice will be made on delivery and paid within terms of net on dellvary. Invoice may. be made at scheduled date of delivery If buyer Cannot accept do,,, of fabricated Wssa. The undersigned agrees to pay Chombers.TNss reasonable sttomey�s fee for collections In event of payment not timely made. 1.1r2 %per month servi charge will be added for all sums not paid within terms. . . S. Signature or Inttials anywhere on this sheet constltutes agreement to all terms herein. 9: In consideration of Chambers Truss extending Credit for this material the undersigned uncendltionally guarantees payment when due of any and all Indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Including ettpmeys fees, if default In payment for material be made by the recipient. 10, In the event of any litigation concerning this agreement, the Items furnished hereunder or payments related to herein, the, parties agree that the sole venue for any such action will be Saint 6ucle County, Florida. 11. Design responslbllttlesare par -National Standard And Redbmmended GuHollnes On Responsibilities For Construction using Metal Plate Connected Wood Trusses ANSIrrPIWTCA 4.2002"` DATED ..-..~ ,SIGNED Agp18aderbarmayhelegulredper"BCs11.03"b1'pre✓ "IrguryBdamago. Multiple ply trusses must be fastened togothelr per englneering before they are set failure to do so can result In roof collap4G, Temporary and permanent bracing are required and can save life and property and Is the responslblllty of the truss erector. :Study the contents of the Information packet Included on delivery I before setting trusses. Trirsses must be setand braced porrdeslgn to prevExrtinjuryEr damagm Trusses must be set plumb and square Do riot set bunks or stack of plywood, roofing material or any other cdincentrated loads on trusses, this Can cause collapse. Do NOT SET TRUSSES USING THIS LAYOUT CHAMBERS TRIJ;33 iNG 3105 Oleander Avenue Fort Pierce; Florida 34982-6423 800-551-5932 port Pierce 772-465-2012 Fax 772-465.8711 VeroBeach 772S8SA04it Stuart 772-2863302 ect'sorA a0il `t,q,m`Present-,,,V&'y s ulbledrawingClIt" t.ys;.NOi a 1'".,'double Check" of the contractor. The contractor shall remain responsible for checking field measurements and other constr'uctton coterie.. Architect's apProvai coversgeneral roof shape, review of truss strapping, and loading on structure from gravit Y and uplift loads and their res at locations. Approved By ' Date. Bra en 8, 'Braden A.I.A. P,A. 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 9 Roofing Material Shingle or Shake 0 wry I Loading inPSF Roof R.D.L. _ H — Top Chord Live 20 s c Top Chord Dead 7 4.2 0,,o I Bottom Chord Live 10 Non -Concurrent o c Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 B Wind Speed 165mph y 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 I�EV�EWEII� .L.=Restrainin Dead Load C B Continuous Brain "`ODE IEWE . ESIGN CRITERIA shown above with the o+ department and your engineer. ST. LUCIE CO Wien Criteria is the responsibility of the Buildin Designer and/or En ineer of Record. Chambers Truss Inc. Drawing Name: M11392 Scale: 1 /4 = 1' 82 total trusses 15 • r diffe ant trusses. MI 4: RLC A AD: I C RLC Reviewed B y Date:10/07/15 Revised:03/21/18 Vj FOR Revised:3/05/2020 QWYNNE BUILDING CORP. DESCRIPTION: WINDSOR -7-70s/ PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE LANs -- 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT IV111392 Nil MiTek � RE: M11392 THE WINDSOR 0 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: THE WINDSOR Address: unknown Subdivision: City St Lucie County State• FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 j 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 1 Seal# Truss Name Date FILE 1 T19781803 A � 10/9/2020 2 T19781804 Al 10/9/2020 Copy 3 T19781805 A2 10/9/2020 ■ 4 T19781806 A3 10/9/2020 5 T19781807 A4 10/9/2020 6 T19781808 A5 10/9/2020 7 T19781809 ATA 10/9/2020 8 T19781810 B 10/9/2020 9 T19781811 BHA 10/9/2020 REVIEWED D FOR 10 T19781812 GRA 10/9/2020 pp��®® 11 T19781813 J1 10/9/2020 CODE COMPLIANCE 13 T19781815 J5 10/9/2020 ST. LUCIE COUNTY 15 T19781817 KJ7 10/9/2020 BOCC 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 electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision ,,�� t t t ttt1�� AA based on the parameters provided by Chambers Truss. S �� P.... • •' <e �� Truss Design 9 n Engineer's Name: Albani, Thomas �� O� ' • 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/TPI 1. These designs are based upon parameters ' shown (e.g., loads, supports, dimensions, shapes and -design codes), which were given to MiTek. Any specific information!included is for MiTek :.• AS TAT E OF : �� O, project customers file reference purpose only, and was hot taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design i�T� ••. 0 R O P •• \�� i s • • • • • �� parametersfor the designer verioathe yn 51� N A� t.�� d of desiatte these designs applicabilitys parametersarticular properly incorporate verify PP tY 9 P P P Y� P 9 gn 1" into the overall building design per ANSIITPI 1, Chapter 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 October 09, 2020 nnra- 1 of 1 Albani, Thomas 9 Job Truss Truss Type Qty Ply THE WINDSOR T79781603 M11392 A HIP 1 1 Job Reference o tional Gnamners I russ, Inc., ton tierce, hL 8.24U s Mar v zuzu mi I eK Inausmes, IOC. I ue Mar 24 12:b4:Uf ZUZU Yage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zXjH_ �1-0-0 610-14 9- -0 , 14-11-0 20-2-13 26-0-0 28-1-2 , 35-0-0 -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 4.00 12 4x8 = 2x3 II 3x6 = 4x4 = 4x8 = 2x3 d ..., S ,. 7 ..-, a ,. Scale = 1:60.5 I I 3x4 — 3x4 = 3x6 = 6xB = 3x4 = 3x6 — 3x4 = 3x5 9-0-0 14-11-0 20-2-13 26- 35.0-0 9-0-0 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) 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 FBC2017frPI2014 CSI. TC 0.57 BC 0.47 WB 0.94 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft 0.42 12-23 >572 0.37 12-23 >659 0.03 10 n/a Lid 240 180 n/a PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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) 1 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 34=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=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461,4-17=-272,451,4-154-1087/1002,5-15=336/386,7-14=-766/399, 8-14=-580/997, 8-12=-958/447,9-121-358/600, 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) Va'sd=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, Extedor(2) 26, 0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at joint 15 and 799 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. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING -Verily 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 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 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 ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnrormaflon available from Truss Plate Institute, 2670 Crain F ighway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 March 24,2020 Job Truss Truss Type City Ply T19781804 M11392 Al SPECIAL 1 1 �THEWINDSOR Job Reference o tional 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-of7iF3blfgtYOgDv7Us9cGoCh5CAjz5KiVwkOZzXjGz 1-0-0 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0 6-0- -0-0 8-6-0 2-6-0� 3-9-0 411-14 4-3-2 3-0-7 7-7-9 -0-0 5x6 = 4.00 12 2x3 11 21 5 3x4 = 6 22 5x8 MT18HS = Scale = 1:61.3 13 12 5x8 MT18HS = 3x6 = 3x5 = 2.00 12 302 = LOADING (psf) SPACING- 2-0-U 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 FBC2017rrP12014 , LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 WB 0.77 Horz(CT) 0.35 9 n/a n/a Matrix -MS Weight: 155 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 1,2) Max Grav 2=1349(LC 1). 9=1349(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 34=3006/2024, 4-5=3022/2080, 5-6=3022/2080, 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=-1034/712, 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., GCpi=0.18: MWFRS (directional) acid 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 joints) 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 Ib 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING - Verity 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 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 r building design. Bracing indicatedIs 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 ANSUTP11 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 T19781805 M11392 A2 SPECIAL 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:09 2020 Page 1 ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-HsZ4SPcOQB?P?zo5hBO08ULMuVYnSPxUxgglY?zXjGy 1-0-0 8-6-0 1M-0 14-9-0 22-M 27-4-7 35-0-0 6-0- -0- 8.6-0 4-6-0 7-3-0 5-0-7 7-7-9 0-0 Scale = 1:61.3 5x6 = 3x4 = 4.00 12 4 21 5 5x8 = 22 6 12 3x4 = Sx8 = 3x12 3x6 = 2.00 12 10-0-0 1"' 22-M 24-6-8 35-0-0 ' 10-0-0 4-g-0 7-3-0 1 2.6-8 10-5-8 Plate Offsets KY)— [2:0-0-6,Edge], [6:0-4-0,0-2-3], [8:0-1-15,Edge] LOADING (pso SPACING- 2-0-01 CSI. DEFL. in (loc) Vdefi L/d 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 FBC2017frP12014 , 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=-1552/2629, 10-11=1990/3441, 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, 6-1 0=-1 318/2268, 7-1 0=-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) acid 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. 5) 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 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 Using a Digital SignatUfe. will fit between the bottom chord and any other members. Printed Copies Of this 7) Bearing at joint(s) 8 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. I 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 8. on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cott 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 Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® 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 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 Me fabrication, storage, delivery, erection and bracing of trusses and truss. systems, see ANSI/rP11 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 Qty Ply THE WINDSOR T19781806 M11392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:10 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-127SgIdOBS7Gd7NIFvvehhuYXvu2Bsnd9pPr4RzXjGx 1-0 q 8-6-0 15 0-0 20-0-0 24-6-8 27-4-7 35-0-0 -0-0 8-6-0 "I 1 -0 4-6-8 2-9-15 7-7-9 0-0 4.00 12 5x6 = 4x5 = 14 13 "" 3x5 = 2x3 II 5x6 = 2.00 12 Scale = 1:62.3 3x12 zz m OI�r n. 0 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 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 FBC20171TP12014, 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 i WEBS 4-14=0/329,4-13=-897/636,5-12=-316/661, 6-12=-317/616, 7-12=2727/1643, 7-11 =-1 072/1939, 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, 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 20j0psf 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 825 Ib uplift at joint 2 and 825 lb uplift at joint 9. 1 ®WARNING -Verify 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 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 andfor 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 ANS11TP11 qualify Criteria, DSB-89 and BCSI 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 Celt 6834 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 i T19781807 M11392 A4 SPECIAL 1 1 �THEWINDSOR Job 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 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-DEhgtSeexIF7FHyUpcQtEvQjTIDGwGhnOT90duzXjGw �1-0-0 8-6-0 14-9-0 17-0-0 18-0 24-0.8 27-4-7 35.0-0 3,6-0-q -0-0 8 6-0 '3-0 2-3 0 0-0 fi 6 8 2-9-15 7-7-9 0-0 o' 4.00 12 2x3 5x6 = 4x6 = 6 7 Scale=1:62.3 16 15 6x10 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 8 6-0 14-9-0 18-0-0 24 6-8 35-0-0 8-6-0 6-3-0 3-3-0 6-6-8 10-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 , Matrix -MS Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 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 i 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 Structural woad sheathing directly applied or 2-6-14 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.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) 11 considers parallel to grain value using ANSIITPI 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 11. i 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 8834 8904 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 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 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 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 lnformaflon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply THE WINDSOR Puss T19781808 M11392 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:13 2020 Page 1 ID:_kflGCA6bx7j2Syl HDXFw7ye3KX-9dpbinfuTNVrUb6twl SLJKWOV6vFOEp3meVhmzXjGu 1-0-0 8-6-0 l 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 7-0-8 2-9-15 7-7-9 -0-0 �1 0 3x5 = 5x8 MT18HS 11 4.00 12 14 13 2x3 II l 5x10 = 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 FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP M 31 'Except' 14,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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) 2.00 12 35-0-0 Scale = 1:60.3 3x12 CSI. DEFL. in (loc) I/deft L/d. PLATES GRIP TC 0.81 Vert(LL) 0.8012-13 >526 240 MT20 244/190 BC 0.92 Vert(CT)-1.2812-13 >329 180 MT18HS 244/190 WB 0.74 Hcrz(CT) 0.36 10 n/a n/a Matrix -MS Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 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=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/304d, 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=70111; 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 Ichord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20Apsf 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 = I O.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 trusstobearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. 1 0 This item has been electronically signed and sealed by Alban!, 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 8904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 - .. - --- — -- --- ....... _._ _ ........ _._-. __ i_-.. ----- — — __....... _. ® WARNING - VeHfy deslgn 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 appllcablllty 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 ANSUTP/f 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 T19781809 M11392 ATA COMMON 5 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:14 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dpMzW7gWEgdi61g3UkzarX2EkWJA7jTD4RN3DCzXjGt 1-0-0 8-4-0 12-11-0 17 6 0 22-1-0 26-8-0 35-0-0 6-0- -0-0 8.4-0 4-7-0 4-7-0 4-7-0 4-7-0 8.4-0 -0-0 4.00 12 4x5 = Scale=1:59.5 17 '" 15 "" "' 14 '" 12 3x6 — 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0i CSI. DEFL. in (loc) Vdefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 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 n/a n/a BCDL 10.0 Code FBC2017ITP12014I Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 PLATES GRIP MT20 ' 244/190 Weight: 166lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. 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=-1724/3188i 14-15=-966/2053, 12-14=-1739/3188, 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=7011; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directorial) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(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 1 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 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.bpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 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. Alban! PE No.39380 MiTek USA, Inc. FL Cart 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 Mll-7473 rev. 5/19/2020 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 ��AA a truss system. Before use, the building designer must verify the applicabllity of design parameters and property Incorporate this design Into the overall .•Y�- 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 peisonal 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 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 1 N I� d Job Truss Truss Type Oty Ply WINDSOR I T19781810 M11392 B COMMON 2 1 �THE I Job Reference o tional cnamoers I russ, Inc., t-on Pierce, t-L 6.24U s Mar 9 2o2U Min eK Inoustnes, Inc. Tue Mar 24 12:54:15 2020 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-5OwLjSh8?_IZuFF2SVpOlbSRwk4sA4MJ57cmfzXjGs 1-0-0 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 6-0- -0-0 8-3-5 5-8-11 3 6 0 3-0-0 5-8-11 8-3-5 -0-0 Scale = 1:59.3 4.00 12 3x6 = 6 1 n ta, O 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 0 35-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. Al bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(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 joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max. CompJMax. 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=-407/878, 12-;14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15=-81 9/591, 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 Extedor(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 nonconcurrent 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 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 5) Provide mechanical connection (by others) of trusslto 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. Alban! PE No.39380 MiTek USA, Inc. FL Cart 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 Mll-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 r 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply THE WINDSOR I T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Gnam hers truss, Inc., ron rterce, rL d.z4U S mar a zuzu mi I eK mousmes, Inc. i ue mar z4-Iz:D4:l t zuzu rage I ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq 15.6.0 21-6.0 1-0-0 7-M 9-6-0 11-0-0 13-6-01 -017-6-0 19-6-0 21-0-0 23-6-0 25.6-0 28-0-0 35-0-0 6-0-0 -0-0 7-" 2-6-0 2-" 2-0-0 0-6 1-6-0 2-0-0 2-0-0 1-6-00-6 2-0-0 2-0-0 2-6-0 7-M -0-0 Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTE 4.00 12 4x4 = PURLINS AS SPECIFIED. 57 15 58 17 56 12 59 3x6 55 9 20 54 8 60 22 3x6 5x12 =53 4 6 x6 = 3x4 2,01 5x12 3 11 16 19 1 23 26 697 63 1 52 4 r; N1 2 28 29 N N 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = I 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets (X,Y)— [3:0-64,0-1-121,[32:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014i Matrix -MS Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 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 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 Ib or less at joint(§) 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 joints) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=1129/710, 3-5=-041/520, 5-7=436/514, 7-10=436/514, 10-11=-436/514, 11-13=-436/514, 13-16=436/514, 16-18=436/614, 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=8101782, 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 purin 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 Ib down and 206 Ib up at 9-0-12, 158 lb down and 206 Ib up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 Ib down and 206 Ib up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb 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 25-114, and 158 Ib down and 206 Ib up at 27-11 4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 lb down at 13-0-12, 69 Ib tlown 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 on bottom 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 The designfselection of such connection device(§)Is the responsitnrity of otFiers----- ----------- —' ® Am fac8l$fElblalftmatainvat5dFaisir fAlto) of bias MBEFORE USE. D61gntiAwigrgpp 6vijh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trO�yrt��spllyphWt4Yhg designer must verify the applicability of design parameters and property Incorporate this design Into the overall �• bul in esh n. g I I 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, 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 Oty, 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 24 12:54:17 2020 Page 2 1 D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgmFjM 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=-118(F) 54=-1 18(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) I ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 t 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 ANSLITP11 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 Qty Ply T19781812 M11392 GRA HIP 1 1 �THEWINDSOR ! Job Reference (optional) �.nanruers I rubs, 111c., runt rrerce, rL o.Z4u s mar s ZUZU mi I eK mousunes, Inc. I ue mar Z4 1Z:o4:1`J ZuZu rage l ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYb17yXOVouLyEj5gvQzxjGo MID,14-11.0 21-5-2 28.0-0 35-0-0 __ 0, 1-0-0' 7-0-0 i 7-11-0 6-6-2 6 614 7-0.0 -0-0 Scale = 1:60.3 5x12 MT18HS = 4.00 12 3x5 II 3x6 = 4x8 = 3 22 1 23 24 25 4 26 27 5 28 629 30 31 32 4x8 = 7 I� 15 33 . 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 5x14 = 3x4 = 4x6 = 2x3 11 3x5 = 7-0-0 14-11-0 21-5-2 28-0-0 35-M 7-0-0 7-11-0 6-6-2 6-6-14 7-0.0 Plate Offsets (X,Y)— [3:0-9-0,0-2-8],[6:0-3-8,0-2-0],[7:0-5-4,0-2-4] [13:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 ' Matrix -MS Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pts 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. II; 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. This Item has been 4) All plates are MT20 plates unless otherwise indicated. electronically ally Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed Albans, Thomas, PE 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. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at Printed copies of this joint 13 and 1159 lb uplift at joint 8. document are not Considered 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 signed and sealed and the 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down signature must be verified 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 17-114, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-114, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-114, and on any electronic copies. 203 lb down and 329 lb up at 28-0-0 on top chord, land 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb Thomas A. Alban! PE No.39380 down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at MlTek USA, Inc. FL Cart 6834 17-0-12, 63 lb down and 3 lb up at 17-114, 63 lb down and 3 lb up at 19-114, 63 lb down and 3 lb up at 21-114, 63 lb down and 6904 Parke East Blvd. Tampa FL 33610 3 lb up at 23-114, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-114 on bottom chord. The Date: design/selection of such connection device(s) is the responsibility of others. • March 24,2020 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ®IC�Jt;A}:sltat�eld®rA�rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. • MaMtVf1W9relga�uv2h MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not aWss system. Bef re se, the building designer must verify the applicability of design and incorporate this design Into the parameters property overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781812 M11392 GRA HIP 1 1 Job Reference (optional unamoers I russ, Inc., Tort Tierce, I-L tf.z4u s mar a zuzu Nii i eK mcustnes, inc. i Lie mar z4 iz:a4: I a zuzu rage z ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbl?yXOVouLyEj5gvQzXjGo LOAD CASE(S) Standard I 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=-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 M11.7473 rev. 5119/2020 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 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 ANSUTF11 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 T19781813 M11392 AMONO TRUSS 8 1 �THEWINDSOR Job Reference o tional cnamoers I russ, Inc., ion Fierce, rL u.z4u s mar a zuzu net I eK inousmes, Inc. I ue Mar z4 iz:54:ia zuzu rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYblBwXAho7vyEj5gvQzXjGo -1-0.0 1-0-0 Scale = 1:6.1 3x4 = LOADING (psf) SPACING- 2-0-01 CSI. DEFL. in (loc) I/defl 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 FBC2017frP12014 ' 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 20 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(LC 12) Max Grav 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 Extedor(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. i 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 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 property Incorporate this design Into the overall�e 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 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 ' T19781814 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) GnamoerS I russ, Inc., rorr vierce, r•L tf.24U 6 mar v ZUZU mi I eK maustnes, Inc. I ue Mar Z4 1Z:b4:ZU ZUZu rage i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SzkEmAIHgWOrgg8Dq?4_SoIMZxUHXa95SNgNRszXjGn 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 3x4 = LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Meichanical Max Harz 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 llb) or less except when shown. 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Va4--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 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. I 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 I ® WARNING - Vedfy deslgn 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 overalls building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and 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 T19781815 M11392 J5 MONO TRUSS 8 1 �THEWINDSOR Job Reference o tional Chambers I fuss, Inc., Fort Pierce, FL 8.24U s Mar 9 ZUZU MITeK Industries, Inc. Tue Mar 24 12:54:21 ZUZU Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-wAHc WlvbgWiRpjPOibDeOrOoKYG1PFhlawzlzxGm 1-0-0 6-0-0 1-0 0 5-0-0 Scale = 1:12.7 3x4 = i 5.0-0 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 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 I WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17lb 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 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd= 128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. ll; 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. 1 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 I _ ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 ISO building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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 ANSUiP/14uality 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 Trtiss Type City Ply THE WINDSOR T19781816 M11392 J7 MONO TRUSS 24 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL j 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:21 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wAHcWlvbgWiRpjPOibDeOrSnKmPGIPFhlawzlzXjGm -1-0-0 7-0-0 1-0-0 7-0-0 Scale: 3/4'=l' 3x4 = 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud 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 1.2.5 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES 1 WB 0.00 Horz(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) 1 Max Uplift 3=-153(LC 12), 2=-211(LC 12), i4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (li) 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. 11; 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 chard 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. 1 5) Provide mechanical connection (by others) of truss to be plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. 1 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 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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�e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway! Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781817 M11392 KJ7 MONO TRUSS 4 1 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 BsmXM7eZ3zlbyQ7SAONhnk9g?RvOwhJUWIzXjGI -1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale = 1:20.6 3x4 = Zxa II 5 30 = 6-8-12 9-10-1 6-8-12 3-1-5 LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr NO ! WB 0.24 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=Mechanical Max Horz 2=192(LC 8) 1 Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13),2=379(LC 1), "61(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All farces 250 (Ib) 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 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.04 7-10 >999 240 MT20 244/190 Vert(CT) -0.08 7-10 >999 180 Horz(CT) 0.01 5 file n/a Weight: 38 lb FT = 0% BRACING - 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. 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); 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. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)4o-5=-49(F=-15, B=-15) This item has been electronically signed and sealed by Alban!, 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 I ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 i�Y�• 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/TPH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Hlghway,!Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 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 1/ �r 0' C1-2 C2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 16 WEBS At4 �,� N � 03. O bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building O 0- 00 designer, erection supervisor, property owner and FOr 4 x 2 orientation, locate C7-8 C6a all other interested parties. plates 0- yie from outside 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 byANSI/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/TPI 1. 'Plate location details available In M'tTek 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 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 purrns 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 MiTekO 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' 19. Review all portions of this design (front, back, words ANSIITP11: 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 ANSVTPI 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.