Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
®=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPAGING NOTE ALL TRUSSES ARE TO BE SET AT 2.-0: ON GENTER EXCEPT AS NOTED ' ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. I I DON'T LIFT TRUSSES -i WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span,or less ® 30' to 60' Span EO degrees Spreader Bar or less a9-_—.APprox 2/3 to _► Tdg Line span cpprox. one /2 or span REFER TO BCSI REFER TO BCSI 'Truss must be set this way if crane used. Truss must be set this way if crone used. Truss is on example, your tress may not motto This is an example, truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses Q are installed. A I F=Q*_ H A III F=30 F_ F= FR " O -TT IE= 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. For Truss to Truss Connections see hanger/connector schedule in engineering package. Carrying Girder Nails must be as shown. Guide tabs o Dome angle nails. ' SEAT PLATES BY CHAMBERS e.•aa,�u I I �L"EPJnCKe� v, L1 1I§L CORNER DETAIL OVERHANGS NOT SHOWN POR CLARITY upset=1/4 115/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' END DETAIL: TYPICAL VAULT upset=l/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL TRUSSES FOR THE FIRST MODEL_ SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR TdAT MODEL, A ARRAN34E WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' IN LENGTH � A � FaBRicArOo..... M N' 'TRUSSES CANNOT eE STARTED UNTIL 7 ® Do not stand on trusses until they are braced per BCSI & INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDI AT A HEIGHT OF 8'-0^ ABOVE FINISHED FLOOR The Legal description of the property where MMEthe trusses will beNnstalledGNED & RETURNED properly nailed to straps & hangers L 1:sonde slgnd acknowledges andagreea: I Trusses will be made In strict accordance -`— -- which Is the sole authority for detertnlnln su wIN Nls truss placement Of layout, . 2. Ail dlmenslons kt Nla layout have be n venfied by aNecuoders Aoed.Nssea. ` i .3. Unless written notice b Y I 15'-3" C L provided by csr% mall to Chambers hues de of delivery the undersigned agrees Nat no 2 inn tan (te) _ such :delivery notice Is tumlahed Chambers backcha ae will be'itowad..I to begin repairs required, or to substitute otherZaliaal, ee Chambers optlon,n Ne event I I (3) buqlneas tlays In wPoah _ I 5. Delivery Is ltonJobas ts�118s g}he buys sore ep S1 3 to make Naelobbslte suitable for n n r r n n I r r co delNe Chambere Truss has Ne sole authority to determine the suitability of the Job al:a ore �I -' I pdnloo of the Job sits for delivery, Chsmbars 7rusa vAll ba responsible for cum The buyer Is rosponalble for additional callus e p tlellve P pared for dolly ry xpenses if Chambers Ttusa has to r de situ i J1 bewuae Job sRa Is riot re eTY or buyer la not reared for deflveI Buyer Is raeponalbIs to Chambers Trues for Cowin Pfeil J 5. P w es shown 1 IT a graph8 costs due to atte conefforts ry or t usse�. Nis. layout. A $50 per hour fefr rout oos maybe rah to change If any changes are, made in 7; Thlsla a PURCHAPE ORDER to Chambers, Truss of thembers Truss sum agreed to, or if no J3 '� - I olive a reasonable rice, Invoice w111 be made on delivery and paid within tonne o/ net de delivery. Invoice may, be made at schdulec date bf delivery ChaIf bu delhrery of to rl led Wbsea. The undons In event of esgigned agrees to pay very n Tr not accept o J5 Chat x-011all f be added ee Torllforiall sums not peld wlMln at ilmely made. 1-12 % per month sellreasonable J S. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein, 6:'11 wnaideration of Chambers Truss extending credit for this materiel the undersigned ' 1 unwnd(Oonally guarantees payment when due of any and all Indebtedness awed to 'I- Ohambere Truss by any entity receiving material and the undersigned agrees to pay such Indebtdnass Inauding ettomeys teas, If default In payment for material be made by the GRA reaplent ., '10. In the event of any litigation concerning this agreement, the Items furnished hereunder or payments national to herein, the, parties agree that the sole venue for any such action will be Saint torte County, Florida. A 11. Design responsibilities era per "National Standard And RObbmmended Guidelines on Rasponslbllltias For ConsWation Using Metal Plate Connected Wood Trusses ANSI/rPVWiCA 4-2002 . Al DATED - 1 . .,..y. SIGNED I� FOR_ IT - Aspreader bar maybe re4tllred Par "BCCV 1-03"tDprevent WUTy& darmq% A9 Multiple piy trusses must be fastened together Per engineering before they are set; failure to do so can result in roof Colla pse. P e e — T mare an d d P e temporary Permanent bracin a and roe 0 re required and can save life a, Aa Property rly and Is the responslblllty of the truss erector. CIDStudy the contents of the in packet Included c delivery before setting trusses. A5 Trus>ses mustbe setand braced Pe+de �n to Prevent injuryE doh Trusses must be set plumb and square Do not sat bunks or stack of Plywood, roofing material or any othei co'ticentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT A5 USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES A5 .:-CHAMBER TRUSS INC �: i 14'-9^ 3105 Oleander Avenue ' Fort Pierce; Florida 34982.6423 i I! ' 800-551-5932 I' . Fort Pierce 772-465.2012 Vero each 772-569-2012 Fax 772 465 8711 /12 /1 1 Stuart 772-2863302 I P ot's roprgsentafive's 1 The Architect,$ or Archcto Shop drawing approval NOT a double check of the eetntractor. I. The contractor shall vel»aln responsible `a tV for checking field measuremersts and l ' i ( A5 other construction criteria. AraHltecvt I :approval covers general roof shape, if :- review of truss strapping, (, tD ) g, and loading on 1 �I structure from gravity and u fltift toads and tit it tcsp IvD Eaca4ions. i ApProved By. I AS D t 2x-Pladen AJ A. P.A. ( 92.0/93.2 Ill 4.2 I DESIGN CRITERIA I County SAINT LUCIE ' Building Department ST LUCIE COUNTY im Wind Design Criteria ASCE 7-2010 a Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-1I01 Roofing Material Shingle or Shake II 0 a;rJJ Loading in PSF Roof R.D.L. R — N Top Chord Live 20 rA s o Top Chord Dead 7 4.2 E hl °,,o I Bottom Chord Live 10 Non -Concurrent INVERTED nr WEBS AT CENTER TA O G Bottom Chord Dead 10 3 ' was' B.C. PANNEL. LOAD W/ (2) TOTAL Load 37 7.2 50k POINT LOADS PER TRUSS FOR A/HIU TA C Duration Factor 1.25 i Wind Speed 165mph H Top Chord C.B. Sheeting by builder. TA w Bottom Chord C.B. Sheeting by builder. Highest Mean Height 15'-0" TA Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No =' Conforms to FBC 2017 c R.D.L.=Restrainin Dead Load C.B.=Continuous Bracing T SETBACK BOSTON HIP BHA Verify DESIGN CRITERIA shown above with the building department and your engineer. J5 J Design Criteria is the responsibility of the �.. Buildinq Desi ner and/or Engineer of Record. II J3 _53 Chambers Truss Inc. Drawing Name: M11392 W Scale: 1 /4 = 1' 82 total trusses, � 15 different trusses. I J1 MI 4: RLC ACAD: RLC Reviewed By: 1 Date:10/07/15 Revised:03/21/18 14'-4" 6'4" v 14' 4" ' 14' 4^ i FOR Revised: 3/05/2020 -- --- ._-.. %--,. � 1a'.a^ s'-a" _ —_ VNl(NNE BUILDING CORP.. ' I i' CLODUZ ED AREAS ARE OF �� FIORCH R WEOEBITRIPTION: PORCH RK030"HT �/ SPECIAL (CONCERN &MUST BE LEF7F COD M �R f CHECKED CAREFULLY & MAYIf p t INDICATE DEVIATION FROM Jr ST. IE 10M1CUSTOMERINITIALSEACHPAGE LRn� ANS. 15 TRUSS E)RAWINGS ARE ATTACHED TO LAYOUT R411392 3 MiTek' 3 RE: M11392 THE WINDSOR � � C1\'C �- o Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: THE WINDSOR Address: unknown City: St. Lucie County Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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 7/31/2020 2 T19781804 Al 7/31/2020 3 T19781805 A2 7/31/2020 4 T19781806 A3 7/31/2020 5 T19781807 A4 7/31/2020 P y 6 T19781808 A5 7/31/2020 7 T19781809 ATA 7/31/2020 8 T19781810 B 7/31/2020 FILE CO 9 T19781811 BHA 7/31/2020 p�® 7/31/2020 111 T19781813 JC1� 7/31/2020 FtAwwn,, 13 T19781815 J5 7/31/2020 �®LIf'�e��E 14 T19781816 J7 7/31/2020 ('y®��®�COUNTY� 15 T19781817 KJ7 7/31/2020 c�® ���'�� ��77 BwCV 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 `tt1111111111, based on the parameters provided by Chambers Truss. %� PS A- A '-*.I "I Truss Design Engineer's Name: Albani, Thomas ��� O�'' <e 9 9 `. ,<� ,. G E N My license renewal date for the state of Florida is February 28, 2021. e 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 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. � * r :5 STATE OF : 4tJ 11111 Thomas A. Albani PE No.39380 MFrek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 July 31, 2020 1 of 1 Albani, Thomas Truss Truss Type oty Ply THE WINDSOR [0bJ T79781803 392 A HIP 1 1 Job Reference (optional) 4.00 12 9-0-0 4x8 = 2x3 \\ 4 a.L4U s Iviar a LULU MI I eK Ina UsmeS, Inc. I ue Mar z4 1z:b4:Ui zuzu rage 1 ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zXjH_ 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 6-0- 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 -0-0 Scale = 1:60.5 2x3 II 3x6 = 4x4 = 4xB = 2x3 26 5 6 7 27 B 9 io lJ 3x4 — 3x4 = 3x6 _ 6x8 = 3x4 = 3x6 = 3x4 = 3x5 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 FBC2017lrP12014 CSI. TC 0.57 BC 0.47 WB 0.94 Matrix -MS DEFL. In (loc) Udefl L/d Vert(LL) 0.42 12-23 >572 240 Vert(CT) 0.37 12-23 >659 180 Horz(CT) 0.03 10 n/a rile PLATES GRIP MT20 244/190 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=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461,4-17=-272/451,4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12=9581447, 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, Extedor(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 fight exposed;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) 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 Digital Signature. using a g g 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. Albani PE No.39380 MiTek USA, Inc. FL Cart 8834 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. 5fl9t202O 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 HT BE 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 ivsiTek' 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/7PH 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 Oty Ply THE WINDSOR T19781804 M11392 Al SPECIAL 1 1 Job Reference (optional) — -- o.z fu s mar a zuzu mu ex mausmes, Inc. I ue mar z4 12:b4:u6 zuzu Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-of7iF3blfgtYOgDv7Us9cGoChSCAjz5NVwkOZzXjGz 1-0-0 8 6-0 11-0-0 14-9-0 19-8-14 N'D 0 27-0-7 35-0-0 6-0- -0-0 2-6-0 3-9-0 4-11.14 4-3-2 34-7 7-7-9 -0-0 Scale = 1:61.3 5x6 2x3 11 3x4 = 5x8MT1BHS = 4.00 12 2x3 4 P1 5 6 22 7 \\ 13 12 3x6 = 3x5 = 5x8 MT18HS = 3xl2 = 2.00 12 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 FBC2017/TPI2014 CSI. TC 0.63 BC 0.91 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefi Ud 0.75 11-12 >563 240 -1.21 11-12 >348 180 0.35 9 n/a n/a PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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=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=-344215478 WEBS 3-13=-425/410, 4-13=354/571, 4-12=3621617, 5-12=-269/279, 6-12=-10341712, 6-11=-373/892, 7-11=-897/1523, 8-11=-104/435 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) and C-C Exterlor(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. This item has been 4) All plates are MT20 plates unless otherwise indicated. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' sealed by Alban!, 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 Signature. 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 Printed copies of this capacity of bearing surface. document are not Considered 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 signed and sealed and the joint 9. 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 ® 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 MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSf?Plf 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 T19781805 M11392 A2 SPECIAL 1 1 �THEWINDSOR Job Reference o tional vnaui�cia i iu i run reico, r� n.z4U s mar v zuzu mi I eK InaUSmes, Inc. I US mar Z4 1Z:b4:U9 2uzu Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-HsZ4SPcOQ8?P?zo5hBO08ULMuVYnSPxUx9glY?zXjGy 12 0 8.6-0 13-0-0 14-9-0 22-0-0 27.4-7 35-0-0 6-0- 0.0 8 6-0 4 6 0 1-9-0 7 3-0 5 4-7 7-7-9 0-0 Scale = 1:61.3 4.00 12 5x6 = 3x4 = 5x8 = 4 21 5 22 6 N n IA 6 12 3x6 3x4 = 5x8 = 3x12 zz = 2.00 12 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 FBC2017rrP12014 CSI. TC 0.66 BC 0.95 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) In (loc) Vdefi Ud 0.72 10 >585 240 -0.94 10-19 >447 180 0.34 8 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 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 Harz 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. - Al 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, 6-10=-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 Extedor(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 Albani, 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 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 ANSUTPI 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 B. on any electronic copies. Thomas A. Albani 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 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 properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informadon from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 Parke East Blvd. available 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply THE WINDSOR T19781806 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:10 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-127SgIdOBS7Gd7NIFvvehhuYXvu2Bsnd9pPr4RzXjGx �1-0-0 8.6-0 15-0-0 20-0-0 24.6.8 27 4-7 35.0-0 36 0 q i-0-0' 8-6-0 6 6-0 5 0-0 4 6 8 2-9-15 7-7-9 0-0 Scale = 1:62.3 4.00 12 5x6 = 45 = 14 13 3x5 = 2x3 II 5x6 = 3x12 zZ 2.00 12 8 6-0 14-9-0 20-0-0 24-6-8 35-0-0 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 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/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 We 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 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 Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;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) 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 �191ta1 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 at joint(s) 9 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 9. 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 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 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, DSB-89 and BCS1 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 T19781807 M11392 A4 SPECIAL 1 1 Job Reference (optional) 0.4yu s mar a LV4V Ivn t ex inaustnes, Inc. I ue mar z4 12:o4:11 zuzu rage 1 7-7-9 4.00 12 5x6 = 4x6 = 2x3 11 6 7 Scale = 1:62.3 16 15 6x10 3x5 = 2x3 II Sx8 = 3x12 = 2.00 12 8-6.0 14-9-0 18-01 24-6-8 35-0-0 8 6-0 6-3-0 3-3-0 6-6-8 10-5.8 Plate Offsets (X,Y)— [2:0-1-6,Edge), [9:0-3-O,Edge), [11:0-1-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid 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 1.25 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 FBC20171TPI2014 Matrix -MS Weight: 172 lb 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 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. CompJMax. Ten. -All forces 260 (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=01334,3-15=-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 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 Albanl, 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 will fit between the bottom chord and any other members. Printed Copies of this 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. 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 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 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 ANSIfTP/f Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parkrk 3ast Job Truss Truss Type Oty Ply THE WINDSOR T19781808 M11392 A5 SPECIAL 16 1 Job Reference o tional �1 0 •�_ • . _ o.c•w s widr V zvzu rvu r en muusmes, inc. i ue mar zv-iz:aa;w zuzu rage 1 ID:_kfiGCA6bx7j2SyI HDXFw7ye3KX-9dpbInfuTNVrUb6twl S LJKWOV 6vFOEp3meVhmzXjG u 1-0-0 8 6-0 1 .9-0 17; 246-8 27-4 7 35-M 6-0 -0-0 8-6-0 6-3-0 2-9.0 7-0-8 2-9-15 7-7-9 -0-0 5x8 MT18HS 11 4.00 12 Scale = 1:60.3 14 13 3x5 — 2x3 II 5x10 = 3x12 Zz 2.00 12 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 FBC2017/TPI2014 CSI. TC 0.81 BC 0.92 WB 0.74 Matrix -MS DEFL. in (loc) Well Lid 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. 1-4,8-11: 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=-5452/3624, 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. This item has been 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 electronically signed and 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 sealed by Alban!, Thomas, PE DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL=10.Opsf. signed and sealed and the 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified 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 on any electronic copies. joint 10. 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 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 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa. FL 36610 lm 0 Job Truss Truss Type city Ply ATA COMMONference FTHEWINDSORT1971809M11392 (optional) �1 6 --- -- •• • • -• • • •-•--• 0.44U s mar a LU[U ml I eK Inausmes, Inc. I Lie mar 24 14a4:14 2UZU Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dpMzW7gWEgdi6lg3UkzarX2EkWJA7jTD4RN3DCzXjGt 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 Scale = 1:59.5 4.00 12 4x5 = I 1D __ _- 14 12 3x6 — 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 1 N 1� O LOADING (psf) TOLL 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 FBC2017/TPI2014 CSI. TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefi L/d 0.33 14-15 >999 240 -0.64 14-15 >652 180 0.13 10 n/a n/a PLATES GRIP MT20 244/190 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=-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=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.Olb 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 fit between bottom USIn a Digital Signature. g g g will the 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 Printed copies of this 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 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 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 indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI 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 Oty Ply T19781810 M11392 B COMMON 2 1 �THEWINDSOR Job Reference o tional m1 6 o.zvu s mar a zUZU MI iex InaustneS, mc. iue Marz4 lz:b4:1b 2UZU Pagel I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-5OwL)ShB?_IZjuFF2SVpOlbSRwk4sA4MJ57cmfzXjGs 1-0-0 8-3-5 14-0-0 17-6-0 21-00 0 26-8-11 35-0-0 60 0-0 8-3-5 5-8 11 3-6-0 3-6.0 5.8-11 8-3-5 0-0 Scale = 1:59.3 4.00 12 3x6 = 6 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 We 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 at joints) 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 atjoint(s) except 2=602(LC 1), 15=B44(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib) -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=-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, Extedor(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. ® 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 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. Additicnal 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 ANSUTP11 quality 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. Albani 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 I � 0 Job Truss Truss Type City Ply THE WINDSOR T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) ��� • ���� mz to s mar v zuzu mi I eK maUSmeS, Inc. I ue mar 24 1z:b4:1 I zuzu Page 1 ID:—knGCA6bx7j2Syl HDXFw7ye3KX-202688!PXb7HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq 15-6-0 21.6-0 i-0-0 7-" 9-6-0 11.6-0 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 2-6-0 2.0-0 2-0-0 0-0 1.6-0 2-0-0 2-0-0 1-6-0 2-0-0 2-M 2: 7-0-0 -0-0 Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECT 4.00 12 4x4 = PURLINS AS SPECIFIED. 57 15 58 17 56 12 59 3x6 i�-- 55 9 20 54 8 60 22 3x6 5x12 =53 4 6 x6 = 3x4 2`01 5x12 26 3 11 18 19 1 23 6-27 63 14 52 � 1 2 28 29 N N I� 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 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 Plate Offsets (X,Y)- [3:0-6 4.0-1-121,[32:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. 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/TPI2014 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 purling. 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 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=1017(1.0 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=105/259. 27-28=11291710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 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. This item has been ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Albanl, Thomas, PE 4) All plates are 2x3 MT20 unless otherwise indicated. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565lb uplift at joint 2, 1269 lb uplift at signed and sealed and the joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. signature must be Verified 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 on any electronic copies. 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 Thomas A. Alban! PE No.39380 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 lb up at 17-114, 158 lb down and 206 MlTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33610 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 Date: 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 March 24,2020 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-114, and 69 Ib down at 27-11-4 on bottom chord. dewce(s) is the risponsibilityof others.--- - -- -- _.. . -— . --- — - fie desigNselection ofsucfi connection " AWhvthe\t GQ�Dfa d:eekiona ady,TapplieWe OfitH+ir11l2()BEFORE USE. DoMiyAU(36relple jyyaipi MiTek® connectors This design is based only upon parameters shown and Is for an individual building component, not a b�� tgrs�i is@JhdpujlQyrg designer must verify the applicability of design parameters and properly incorporate this design into the overall q �• bui in esi n. g r , o prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " 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 ANSIITPII 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 T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) o.zyu s mar a zuzu ml I eK maustnes, Inc. I ue mar z4 iz:sv:i t zuzu rage z ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgmFjM1 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=-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 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, noti•YeC 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 ANSVTP/1 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 T19781812 M11392 GRA HIP 1 1 Job Reference a tional •. .. o.cyv s mar y Au4u rvu r ert muusmes, Inc. rue mar ty-rcx:-1 a tutu rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbI7yXOVouLyEj5gvQzXjGo 1-0-0 7-0-0 14-11-0 21-5.2 28-0-0 35-0-0 6-0 -0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 -0-0 Scale = 1:60.3 5x12 MT18HS = 4.00 12 ' 3x5 II 3x6 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 4x8 = 32 7 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 5x14 = 3x4 = 4x6 = 2x3 11 3x5 = 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 NO Code FBC2017rrP12014 CSI. TC 0.94 BC 0.67 WB 1.00 Matrix -MS DEFL. in (loc) I/defi L/d Vert(LL) 0.30 10-21 >792 240 Vert(CT) -0.30 10-12 >812 180 Horz(CT) 0.09 8 n/a n/a PLATES MT20 MT18HS Weight: 153 lb GRIP 244/190 244/190 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=-15341729. 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. This item has been 4) All plates are MT20 plates unless otherwise indicated. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Alban!, 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 a Digital Signature. using g g 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 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 Ito 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 Ito 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, and 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. Albani 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 MiTek USA, Inc. FL Cert 8634 17-0-12, 63 lb down and 3 lb up at 17-114, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 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 263lb up at 27-11-4 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). ®IaQA,l1NGA8E1(&):siWfimdarakrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. D6Mt?AWdrgpp W6vi2r MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Bef re rise, the building designer the design Incorporate r must verify applicability of parameters and property 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 ANSI7TP/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 Type Qty Ply THE WINDSORT19781812 FHPss M11392 GRA 1 1 Job Reference (optional) _.._...... ..___, ..._., o.cvv s rvmr D vzu wa 1 aR rrruuslnes, nru. rue mar zv iz:rw:ia zuzu rage z ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX_nAsZgkf3CG_CWZOHIZIYbI7yXOVouLyEjSgvQzXjGo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=54, 16-19=20 Concentrated Loads (lb) Vert: 3=-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 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 p �r �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VliTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply THEWINDSOR T19781813 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -1-M 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 1 ID:_k8GCA6bx7j2Syl HDXFw7ye3KK-_nAsZgkf3CG_CWZOH IZIYblBwXAho7vyEj5gvOzXjGo 3x4 = 1-0-0 Scale = 1:6.1 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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(LC 12) Max Grav 3=11(LC 17), 2=11B(LC 1), 4=17(LC 12) FORCES. (lb) -Max. CompJMax. 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. 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 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. 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 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?PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Ply THE WINDSOR T19781814 M11392 J3 MONO TRUSS �Qty 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:20 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KKSzkEmAIHgWOrgg8Dq?4_501mzxUHXa95SNgNRszXjGn --0 3-0-0 a1-0o 3-0-0 Scale = 1:9.4 3x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=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 (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. 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 Ito 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.39360 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. 5119=20 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 ANS17rP/1 quality Criteria, DS&a9 and SCSI Building Component 6904 Parise 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 T19781815 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:21 2020 Page 1 ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-wAHc_Wlvbq iRpjPOibDeOrOoKNG1PFh1awzlzXjGm Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d 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 FBC20171TP12014 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 WARNING - Vedfy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/7912020 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 Ar iTe k• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 �Qty T19781816 M11392 J7 MONO TRUSS 24 1 Job Reference o tional �mmTIuers r ruts*, inc., rurt coerce, rL 3x4 = ts.24U s Mar v LULU mi I eK maustnes, Inc. I ue Mar L4 IZ:b4:11 'LULU rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_Wlvbq WiRpjPOibDeOrSnKmPG1 PFh1 awzlzXjGm LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 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 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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. Scale: 3/4"=l' PLATES GRIP MT20 244/190 Weight: 23 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) 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 Cent 6634 8904 Parke East Blvd. Tampa FL 33810 Date: March 24,2020 A 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 r� /� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,y'�T®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 ANS11TP/f Quality Criteria, OS9-69 and BCSI Building Component 6904 Parke East Blvd. Sarely/nformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR ];KJ7 T19781817 M11392 MONO TRUSS 4 1 Job Reference (optional) k,namoers I russ, Inc., t-on Tierce, t-L 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:22 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-OMr_BsmXM7eZ3zlbyQ7SADNhnk9g?RvOwhJU W IZXjGI -1-5-0 6-8-12 9-10-1 1-10 6-8-12 3-1-5 Scale = 1:20.6 3x4 = cna 11 5 3x4 = 6-8-12 13-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud 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 FBC2017/TP12014 Matrix -MS Weight: 38 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. 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; VuIt=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. 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 Uniform Loads (plf) Printed copies of this Vert: 1-2=-54 document are not considered Trapezoidal Loads (plf) signed and sealed and the Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10}to-5=49(F=15, B=-15) 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 M7ek® 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 p �� �- building design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing iw 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 ANSUTP/i Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation 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 14-1 3j4' Center plate on joint unless x, y1 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 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 Ole c1-2 c2-3 wide truss spacing, individual lateral braces themselves may require bracing, alternative Tor I 1 4 or WEBS q 0 00,� �� 2 u 3 U bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. U er`O 2 a0 4. Provide copies of this truss design to the building d ~I designer, erection supervisor, property owner and For 4 x 2 orientation, locate c7-e csa CS-6 0 all other interested parties. plates 0- 'h6" 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 byANSI/TPI 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 ANSUTPI 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 software or upon request. shall not exceed 19% at time of fabrication. 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 purlins 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 © 2012 MiTekO All Rights Reserved reaction section indicates joint 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 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. f 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling,MiTek Installing & Bracing of Metal Plate design does not take into account any dynamic Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 or other loads other than those expressly stated.