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HomeMy WebLinkAboutTruss,L =LIFE SAFETY WARNING A Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 24' - 30' IN LENGTH!! SPACING NOTE METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING 4, TO DETERMINE IF MULTIPLE PLY. A DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI or less 60 degrees orless 1/ span Tag :ire approx. E.—.A pprox 213 to 10 Tag line 1 a of Span. REFER TO BCSI REFER TO SCSI Tress must be set this way rf crane is used. Truss must be set this way H crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist 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 i are installed. I l - 1 AIR HANDLER NOTE 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. WARNING ! The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING SEAT PLATES BY CHAMBERS TRUSS g�REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR CARRIED TRUSS RUSS FASTENER FOR CARRYING TRUSS `Please refer to Standard Engineering package Tor geneau i"aw�uauu V11 a-•- 10d=0.148" x 3" 16d=0.162" x 3 1/2" t NOTES: * ALL BEAMS ARE BY OTHERS. * BUILDER TO UNDER FRAME CEILINGS AS NEEDED. SQUARE CUT END 12 2X4 TOP CHORD 5r WALL HEIGHT 9'-4" END DETAIL: VAULT . _70-0Fll 0000 �l 2X4 TOP CHORD WALL HEIGHT 9'-4" END DETAIL: TYPICAL 4 12 j FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses.1 2. All dimensions in this layout have been verified by the undersigned. 3. Unless wrtten notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersigned agrees that no bacccharges will be allowed. In the event such written notice is furnished Chambers Truss 1 hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. lvler 10 days of delivery remedy will be according to Florida statute 558. 1 4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has the soleauthority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will Pe responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has'. to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is responsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour ,fee for revisions may be charged by Chambers Truss. 1 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. dinvoice will be made on delivery and paid within temps of net on delivery, Invoice may be made at scheduled date of j elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month Samoa charge will be i added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terns herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees', payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the' undersigned agrees to pay such indebtedness including attorneys 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 referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per MNational Standard And Recommended Guidelines On Responsibilities For ,Construction Using Metal Plate Connected Wood Trusses ANSI/TPhWTCA 4 - 2002M 12. Warranty is per Chambers Truss Warranty attached. DATED i i FOR TITLE A spreader bar may be required per "BCSI" to prevent injury S damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury S damage. Trusses must be sett plumb and square Do not set bunks or stack of Plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC can err Avenue Fort Pierce, Florida 34982.6423 800.551.5932 Fort Pierce 772465.2012 Fax 772-465.8711 Vero Beach 772-569.2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM SHOP DRAWING /:SUEIMIITTAL; APPROVED IJ APPROVED AS NOTE[ REVISE AND RESUBMIT ❑REJECTED_�r SUBMITTAL WAS GENERAL CONFORMANCIFYO CONTRACT C ONLY. THE CONTRACTOR IS RESPONE CONFIRMING AND CORREtt,,ppTING DIMENSIONS FOR TOLERANCE CLEARANCE OUANTITIES;F, PROCESSES AND :TECHNIQUES OF CONE COO" NA N OF HIS WORK WI H THER T FULL L NCI C WITHCONTj2A I LUMEN BY: Date. f1 v rcry TYANDr MENTS FOR OBSITE OATION CTION.' ES AND Aychdectortrc Iris.`. _____ ._ is r'binl ri:ucirri' MITEx VERSION L4.1.431 t --'--'— --. --- -. __ CRITERIA REDUCIBLE DESIGN CRITERIA PER CODE SUCH PER CODE SUCH AS SBC 7604.6.1 County ST. LUCIE Building Department ST. LUCIE COUNTY Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-16 Roofing Material METAL Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live *10-Non Conocurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 170mph Tap Chord C.B. Sheathing by builder Bottom Chord C.B. H' h M Sheathing by builder g as San Height 15 Building Type Enclosed Building Category Il: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2020 R.D.L.=Restraining Dead Load C.B =Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 77312 RECEIVED SCALE: 1 /4" = V-011 53 total trusses, 19 unique designs MAY 12 2021 Designer: RLC Reviewed by: RLC sT. Lucie County, Permitting Date: 02/19/21 REVISED 02/24/21 - FOR MICHAEL DIFRANCESCO DESCRIPTION: LEONHARDT Page 1 of 1 CUSTOMER INITIALS EACH PAGE 77312 MiTek' RE: 77312 - LEONHARDT Site Information: Customer Info: Michael Difrancesco Lot/Block: . Address: Unknown, . City: . Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs re on lu - ed by others. MAY 12 2021 ek USA, Inc. 6904 Parke East Blvd. Project Name: Leonhardt Model: Tampa, FL 33610-4115 Subdivision: . State: . Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 170 mph Z�o�ooZ Roof Load: 37.0 psf Floor Load: N/A psf W a} W `� m a can Fw U �. This package includes 19 individual, Truss Design Drawings and 0 Additional D With my seal affixed to this sheet, I hereby certify that I am the Truss Design Er conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engir 2=--;moo CCOTtz_ O o„u Z i- No. Seal# 0 01 �> W, 1 T22971423 M 0 w 2 T22971424 D a w 3 T22971425 Cn a 4 T22971426 ❑ ❑ 5 T22971427 6 T22971428 Z m 7 T22971429 8 T22971430 9 T22971431 GEA 10 T22971432 o z 11 T22971433 ® > a 12 T22971434 CL 0 N 13 T22971435 ® d > 14 T22971436 X �i Truss Name Date -ir I A Al A2 A3 A4 A6 GEB GRB V4 V8 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 No. 16 19 Seal# T22971437 T22971438 T22971439 T22971440 T22971441 Truss Name Date V12 V16 V20 V24 V28 2/25/21 2/25/21 2/25/21 2/25/21 2/25/21 U..LLLo-...-1� 0 LO �� 0��wzo0o oo`n55Uw�-b V-U-IrZ G LLI- m LLUOULUH30 'P - 1->W, -050LLW ' E W001OuiZ0V QLL Z U a Z a O_L� I D. J = Z W InQ Q J��Jco �0ul0 mZJZa00-i �W200W =) j, This item has been electronically signed and sealed by Finn, Walter, 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 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2023. 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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. ♦♦♦ P� ER P. .` �.'•CE1Vg •��i ��� :• No 22839 :p * STATE OF Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 Finn, WalterFILE COPY Job Truss Truss Type r , Qty Ply 77312 A Common 8 1 �LEONHARDT T22971423 mher r:hns Truss e.... o;.,...., r Job Reference (optional) 9 -- 6.430 s Feb 12 2021 MITek Industries, Inc. Wed Feb 24 08:55:59 2021 Page 1 ID:ljoZDgJBeXgHOH?D8AYNYEzjeyx-slBsTxlTwXtAdJQM103tzm N5D_2L7DQyeo4Afkzhzo_ 6-1-3 11-6-10 17-0-0 22-5-6 27-10-13 34-0.0 34- 2 0- 2 6-1-3 5-5-6 5-5-6 5-5-6 5 5 6 6-1-3 0 -2 4x5 = 5.00 F12 Scale = 1:56.4 12 6x8 = 4Xb = _ 4x6 = 3x4 = 3x8 = 3x8 — 6x8 = 3x4 = �o 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rTP12014 CSI. TIC 0.31 BC 0.67 WB 0.69 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.44 16-17 >807 360 Vert(CT) -0.68 16-17 >518 240 Horz(CT) 0.05 14 n/a n/a Wind(LL) 0.13 16-17 >999 240 PLATES GRIP MT20 244/190 Weight: 178 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 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 REACTIONS. (size) 19=0-8-0, 14=0-8-0 Max Horz 19=-286(LC 10) Max Uplift 19=-889(LC 12), 14=-783(LC 12) Max Grav 19=1410(LC 17), 14=1411(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-396/48, 34=284/60, 4-6=-1872/1114, 6-7=-1921/1292, 7-8=1920/1291, 8-10=-187211115, 10-11=-288/60, 11-12=402/48 BOT CHORD 2-19=-181366, 17-19=-792/1713, 16-17=-562/1304, 14-16=-776/1499, 12-14=18/372 WEBS 7-16=-439/902, 8-16=-369/434, 10-16=-42/311, 7-17=-440/902, 6-17=-369/434, 4-17=-40/310,4-19=-1741/1379,10-14=-1743/1379,3-19=-178/283,11-14=-1771283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E)-0-0-13 to 3-4-0, Interior(1) 3-4-0 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 34-0-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members, with BCDL=10.opsf. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by Finn, Walter, PE 19=889,14=783. 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 5/192020 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 and incorporate FBIMiTek' parameters 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 is always required for stability and to prevent collapse with Injury possible personal and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 77312 Roof Special T22971424 _2' d Inc., 6-10-3 5.00 12 Sx6 = 7-5-13 6-10-3 Scale = 1:56.8 3x4 = 6x8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 PLATES GRIP Vert(LL) -0.40 12 >867 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.78 11-12 >443 240 BCLL 0.0 MT20 2441190 Rep Stress Incr YES WB 0.88 Horz(CT) 0.56 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wlnd(LL) 0.53 12-13 >646 240 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD 'Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 2x4 SP No.3 •Except' WEBS 1 Row at midpt 7-11,3-13:2x4 SP M 30 7-11. 3-13 REACTIONS. (lb/size) 14=1259/0-8-0, 10=1259/0-8-0 Max Horz 14=-286(LC 10) Max Uplift 14=-905(LC 12), 10=-782(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-279/57, 3-4=3568/2163, 4-21=3572/2055, 5-21=3491/2066, 5-22=3491/2094, 6-22=-3572/2083, 6-7=-3568/2114, 7-8=-288/82 BOT CHORD 13-14=-359/495, 12-13=-199713614, 11-12=-190813438, 10-11 =-1 86/479 WEBS 5-12=-1151/2308, 6-12=-583/560, 6-11=-397/424, 7-11=225213428, 7-10=1127/961. 4-12=-376/380, 4-13=-397/431, 3-13=-2301/3428, 3-14=-11271959 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E)-0-0-13 to 3-4-0, Interior(1) 3-4-0 to 17-0-0, Exterjor(21R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 34-0-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 lb uplift at joint 14 electronically Signed and joint 10. and 782 lb uplift at sealed by Finn, Walter, PE using a Digital Signature. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®WARNING - Venfy 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 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 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 MiTek' systems, see ANSIITP11 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 Qty Ply T22971425 77312 A2 Roof Special 3 1 �LEONHARDT Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:01 2021 Page 1 ID:ljoZDgJ BeXgHOH?D8AYNYEzjeyx-p7GdudnjS87uscZlsR5L2BS IMnkCb36F56ZHjdzhzny 2-8-0 9-6-3 17-0-0 24-5-13 32-0.0 0. 2 2-8-0 1 6-10-3 7-5-13 7-5-13 7-6-3 Scale = 1:53.9 5x6 = 5.00 12 d 5x6 i::� 3x8 = 3x4 = 9-6-3 17-0-0 N 4 I 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 FBC2020fTP12014 CSI. TIC 0.85 BC 0.65 WB 0.94 Matrix -MS DEFL. in Vert(LL) -0.44 Vert(CT) -0.85 Horz(CT) 0.62 Wind(ILL) 0.62 (loc) Vdefl Lid 9-10 >804 360 9-10 >412 240 8 n/a n/a 9-10 >568 240 PLATES GRIP MT20 244/190 Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-11. 7-9 3-11,7-9: 2x4 SP M 30 REACTIONS. (size) 12=0-8-0, 8=0-8-0 Max Horz 12=263(LC 11) Max Uplift 12=-922(LC 12), 8=663(LC 12) Max Grav 12=1287(LC 1). 8=1071(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/59, 34=3690/2366, 4-5=3759/2388, 5-6=-3761/2417, 6-7=-3971/2636, 7-8=-1066/795 BOT CHORD 11-12=-342/438, 10-11=-2253/3638, 9-10=-2486/3833, 8-9=-187/268 WEBS 3-12=-1154/1005, 3-11=-2495/3545, 4-11=-416/463, 4-10=-362/385, 5-10=140712457, 6-10=-642/529, 6-9=-362/395, 7-9=2192/3421 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E)-0-0-13 to 3-1-10, Interior(1) 3-1-10 to 17-0-0, Exterjor(2R) 17-0-0 to 20-2-6, Interior(1) 20-2-6 to 31-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. Sealed by Finn, Walter, PE 6) Bearing at joint(s) 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify using a Digital Signature. capacity of bearing surface' Printed copies Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) document are not considered 12=922, 8=663. signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®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 ANS11TPlf 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 T22971426 77312 A3 Scissor 4 �IEONHARDT 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:02 2021 Page 1 ID:ljoZDgJBeXgHOH?DBAYNYEzjeyx-HJq?5znLDSFIUmBXQBcabO?UfB38KVSPKmJgF3zhznx 7-6-3 15-0-0 22-5-13 , 30-0-0 7-6-3 7-5-13 7-5-13 7-6-3 Scale = 1:51.3 5x6 = 5.o0 12 6 10 3x8 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.47 8 >758 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.91 8-9 >391 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.67 6 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.67 7-8 >531 240 Weight: 150 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 1-9,5-7: 2x4 SP M 30 REACTIONS. (size) 10=0-8-0, 6=0-8-0 Max Horz 10=-237(LC 10) Max Uplift 10=-685(LC 12), 6=685(LC 12) Max Grav 10=1099(LC 1). 6=1099(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 1 Row at micipt 1-9, 5-7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4103/2811, 2-3=-3954/2595, 3-4=-395412621, 4-5=-410312775, 1-10=1094/827, 5-6=-1094/825 BOT CHORD 9-10=-218/458, 8-9=-2693/3961, 7-8=262313961, 6-7=190/270 WEBS 3-8=-1574/2611, 4-8=-609/497, 4-7=380/415, 2-8=-500/452, 2-9=-380/421, 1-9=-236013541. 5-7=-2318/3541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 29-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=685, 6=685. This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply T22971427 77312 A4 Scissor 1 1 �LEONHARDT Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:03 2021 Page 1 I D:1 j oZDgJ BeXgH O H?DBAYNYEzjeyx-I WN N J lo_m N c6wj7_r8p7cYfP bP N3xiYZQ2OnVzhznw 7-6-3 15-0-0 22-5-13 30-0-0 7-6-3 7-5-13 7-5-13 7-6-3 Scale = 1:51.3 5x6 = 5.00 12 5x 10 3x8 = 3x8 = 7-6-3 15-0-0 22-5-13 30.0.0 7-6-3 7-5-13 7-5.13 7-6-3 Plate Offsets (X,Y)—[1:0-3-0,0-1-121,[2:0-4-0,0-3-01,[4:0-4-0,0-3-01,[5:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.47 8 >758 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.91 8-9 >391 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.67 6 n1a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix -MS Wind(LL) 0.67 8-9 >531 240 Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 1-9. 5-7 1-9,5-7: 2x4 SP M 30 REACTIONS. (size) 10=Mechanical, 6=0-8-0 Max Horz 10=-237(LC 10) Max Uplift 10=-685(LC 12). 6=685(LC 12) Max Grav 10=1099(LC 1). 6=1099(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4103/2811, 2-3=-3954/2595, 3-4=3954/2621, 4-5=4103/2775, 1-10=1094/827, 5-6=1094/825 BOT CHORD 9-10=-218/458, 8-9=-2693/3961, 7-8=2623/3961, 6-7=-190/270 WEBS 3-8=-1574/2611, 4-8=-609/497, 4-7=-380/415, 2-8=-500/452, 2-9=-380/421, 1-9=-2360/3541. 5-7=-2318/3541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 29-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW=RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Finn, Walter, PE 6) Refer to girder(s) for truss to truss connections. using a Digital Signature. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Printed copies of this p capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 10=685, 6=685. signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®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 my�• 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 ANSYTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 77312 A5 Roof Special 7 1 1 1 T22971428 s Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:04 2021 Page 1 ID:ljoZDgJBeXgHOH?D8AYNYEzjeyx-Dixl Wepcl3VTj41JYZf2gp4g0?IZoOMin3oxKyzhznv 6-3-12 12-4-0 15-0-0 22-4-4 30-M 6-3-12 6-0-4 2-8-0 74-4 7-7-12 5.00 12 4x6 4x6 11 Scale = 1:51.4 3x6 11 5x8 = 3x4 11 3x88 = ti-3 12 12-4-0 15 0-0 224-4 30-0-0 6-3-12 6-0-4 2-8-0 7-4-4 7-7-12 Plate Offsets (X Y)— [3:0-3-O,Edce] [6:0-4-0 0-3-0] [7:0-3-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.43 9-10 >821 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.85 9-10 >421 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wtnd(LL) 0.62 9-10 >574 240 Weight: 169 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 4-12: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 5-10,7-9: 2x4 SP M 30 REACTIONS. (size) 14=Mechanical, 8=0-8-0 Max Horz 14=-237(LC 10) Max Uplift 14=-685(LC 12), 8=685(LC 12) Max Grav 14=1099(LC 1), 8=1099(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. WEBS 1 Row at midpt 11-13, 7-9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1806/1260, 2-4=-4341/2956, 4-5=3863/2602, 5-6=3936/2582, 6-7=-4144/2801, 1-14=-1035/770, 7-8=-1094/823 BOT CHORD 13-14=-197/346, 10-11=-2607/4132, 9-10=-2616/3971, 8-9=-188/273 WEBS 2-13=-1150/912, 11-13=-1264/1867, 2-11 =-1 447/2378, 4-10=-545/463, 5-1 0=1 680/2674, 6-10=-597/471, 6-9=-365/403, 1-13=961/1460, 7-9=-2349/3579 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 29-10-4 zone; cantilever left and right exposed ;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 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 100 lb uplift at joint(s) except Qt=lb) 14=685, 8=685. This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 Parke East Blvd. Tampa, Parke East 20601 Job Truss Truss Type I Qty Ply T22971429 77312 A6 ROOF SPECIAL 6 1 �LEONFIARDT Job Reference (optional) Uhambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:05 2021 Page 1 ID:1joZDgJBeXgHOH?D8AYNYEzjeyx-huV8k_gE WNdKLEtW5GAHD 1 d?I P4BXt?rOjXVsOzhznu 2-8-0 9-7-0 17-0-0 24-5-0 31-4-0 34-0-0 34- -2 0 -2 2M 1 6-11-0 7-5-0 7-5-0 6-11-0 2-8-0 0-0-2 5x8 MT18HS = 5.00 12 Scale = 1:57.4 3x4 = 5x6 75:� 5x6 ` 3x4 = 9-7-0 17-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 7.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 Rep Stress Incr YES WB 0.88 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 7-11,3-13:2x4 SP M 30 REACTIONS. (size) 14=0-8-0, 10=0-8-0 Max Horz 14=-286(LC 10) Max Uplift 14=-1529(LC 12), 10=-1406(LC 12) Max Grav 14=1259(LC 1). 1 0= 1 259(LC 1) DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) 1.0611-12 >325 240 MT20 244/190 Vert(CT) -0.78 12-13 >442 240 MT18HS 244/190 Horz(CT) -0.72 10 n/a n/a Weight: 161 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 7-11. 3-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3586/4127, 4-5=-3572/3831, 5-6=3572/3859, 6-7=3586/4175 BOT CHORD 13-14=-335/551,12-13=-3718/3440,11-12=-3729/3440,10-11=-183/506 WEBS 5-12=-2497/2307, 6-12=-393/749, 6-11=-389/395, 7-11=3963/3443, 7-1 0=1 127/1337, 4-12=-347/571, 4-13=-429/378, 3-13=-4063/3443, 3-14=-1127/1360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E)-0-0-13 to 3-4-0, Interior(1) 3-4-0 to 17-0-0, Exterior(2R) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 34-0-13 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=1529,10=1406. This item has been electronically signed and sealed by Finn, Walter, 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. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Iv11TEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fP/i 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 T22971430 77312 B COMMON 4 1 �IEONHARDT Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:06 2021 Page 1 ID:1joZDgJBeXgHOH?D8AYNYEzjeyx-953WxKrsHhlAzOSif hWIE9H7oUwGJa_FNH2Ogzhznt i 2-4.0 9-4-0 14-6-0 19-8-0 26-8-0 29-0-0 29-p-2 0- -2 2-4.0 7-0-0 5-2-0 5-2-0 7-0-0 2-4-0 0- -2 Scale: 1/4"=l' 2' d 4x4 = 3x4 = 2x3 II 4x8 = 3x6 = 4x8 = 24 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.28 11-13 >737 360 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.45 11-13 >461 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.21 10-11 >401 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 14=0-8-0, 11=0-8-0, 10=0-8-0 Max Horz 14=-230(LC 10) Max Uplift 14=-597(LC 12). 11=-765(LC 12). 10=-390(LC 12) Max Grav 14=849(LC 20). 11=1153(LC 2), 10=383(LC 22) PLATES GRIP MT20 244/190 Weight: 146 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-13. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-909/469, 4-5=-930/652, 5-6=-8/258 BOT CHORD 13-14=-237/338, 11-13=-43/365 WEBS 3-14=-752/732, 3-13=-461/718, 4-13=385/462, 5-13=-379/860, 5-11=-761/332, 6-11=-393/479, 7-11 =-1 42/348, 7-10=-352/181 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 14-6-0, Exterior(2R) 14-6-0 to 17-6-0, Interior(1) 17-6-0 to 29-0-13 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=597, 11=765, 10=390. Id This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 A 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 a system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 1, 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 ANS11TPlt 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 LEONHARDT T22971431 77312 GEA GABLE 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:08 2021 Page 1 I D:ljoZDgJBeXgHOH?D8AYNYEzjeyx-0TBGMOs6ol?uChc5nPj_gfFgacGtkPgHihm9Tjzhznr 17-M 34-M 34- -2 0- -2 17-0-0 17-0-0 0- -2 d 4x4 = 5.00 12 ' Scale = 1:57.6 21 20 3x4 = 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = 3x6 = 3x6 = 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 FBC2020/TPI2014 CSI. DEFL. in (loc) I/deft L/d TC 0.08 Vert(LL) 0.00 20 n/r 120 BC 0.07 Vert(CT) 0.00 20 n/r 90 WB 0.18 Horz(CT) 0.01 20 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 190 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 34-0-0. (lb) - Max Horz 2=286(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 37, 23, 20 except 31=108(1_C 12). 32=-117(LC 12). 34=-113(LC 12), 35=-112(LC 12), 36=118(LC 12), 38=-176(LC 12), 29=-108(LC 12), 28=117(LC 12), 26=-113(LC 12). 25=-1 12(LC 12), 24=-1 1 8(LC 12), 22=-1 76(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 2, 30, 31, 32, 34, 35, 36, 37, 29, 28, 26, 25, 24, 23, 20 except 38=251 (LC 17),22=250(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=1141301, 9-1 0=-1 32/383, 10-11=1591460, 11-12=1591460, 12-13=-132/383 I6 13-14=-103/301 WEBS 3-38=-180/379, 19-22=-179/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Comer(3E)-0-0-13 to 34-0, Exterior(2N) 3-4-0 to 17-0-0, Comer(3R) 17-0-0 to 20-4-13, Exterior(2N) 20-4-13 to 34-0-13 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This Item has been to the use of this truss component. 5) All plates are 2x3 MT20 unless otherwise indicated. electronically Signed and 6) Gable requires continuous bottom chord bearing. Sealed by Finn, Walter, PE 7) Gable studs spaced at 2-0-0 oc. using a Digital Signature. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • Printed copies of this 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. document are not considered 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 37, 23, 20 signed and sealed and the except (jt=lb) 31=108, 32=117, 34=113, 35=112, 36=118, 38=176, 29=108, 28=117. 26=113, 25=112, 24=118, 22=176. signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 A WARNING - Venfy 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 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 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 77312 GEB Chambers Truss, Fort Pierce, FL - 34982, i Truss Type Qty Ply LEONHAF (GABLE I1 1 Job Refere 8.430 s Feb 12 2021 MiT ID:1 joZDgJ BeXgH 0 H?D8AYN YEzje 4x4 = 9 1 T22971432 Inc. Wed Feb 24 08:56:09 2021 Pace 1 Scale = 1:49.1 17 16 3x4 = 31 30 29 28 27 2625 24 23 22 21 20 19 18 3x4 = 3x6 = r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 16 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 16 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S LUMBER- TOP CHORD 2 4 SP RA30 BRACING - PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% x 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29-0-0. (lb)- Max Horz 2=231(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16 except 26=-111(LC 12), 27=-116(LC 12), 28=112(LC 12), 29=-116(LC 12), 30=-102(LC 12), 31=152(LC 12), 23=-111(LC 12), 22=-116(LC 12), 21=-112(LC 12), 20=-116(LC 12). 19=-102(LC 12), 18=-152(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 24, 26, 27, 28, 29, 30, 31, 23, 22, 21, 20, 19, 16, 18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-108/313, 8-9=136/391, 9-1 0=1 36/391, 10-11=-1081313 WEBS 3-31=-1511328, 15-18=-150/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=2ft; Cat II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Comer(3E)-0-0-13 to 2-11-3, Exterior(2N) 2-11-3 to 14-6-0, Comer(3R) 14-6-0 to 17-6-0, Extedor(2N) 17-6-0 to 29-0-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16 except Qt=lb) 26=111. 27=116, 28=112, 29=116, 30=102, 31=152, 23=111, 22=116, 21=112, 20=116, 19=102, 18=152. I9 This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22639 l iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE Mil-7473 rev. 511912020 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, note 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 MITI se is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance y and ing the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TPl1 Quallry Criteria, DSB-re and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 6904 Parke East Blvd. Tampa, FL 36610 77312 Truss Truss Type GEC GABLE LEONHARDT T22971433 L I I I Job Reference (optional) Pierce, Truss, Fort P, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:11 2021 Page 1 I D:1joZDgJ BeXgH OH? DBAYNYEzjeyx-W2sP_2u?5D NT39 Kg SXH hS ItBtpH dxlvkOf—p32zhzno 15-0-0 30-0-0 15-0-0 15-0-0 4x4 = 5.00 12 10 3x4 Scale = 1:51.4 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 11 3x6 = 3x4 11 30-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 20 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-R Weight: 179 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 except end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 30-0-0. (lb) - Max Horz 37=-237(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 37=-216(LC 10), 20=-153(LC 11), 30=-106(LC 12), 31=-118(LC 12). 32=-112(LC 12). 33=113(LC 12). 34=-113(LC 12), 35=-113(LC 12), 36=-169(LC 11), 27=-106(LC 12), 26=-118(LC 12), 25=-112(LC 12). 24=-113(LC 12), 23=-113(LC 12), 22=-113(LC 12). 21=-153(LC 12) Max Grav All reactions 250 lb or less at joints) 37, 20, 28, 30, 31, 32, 33, 34, 35, 27, 26, 25, 24, 23, 22, 21 except 36=268(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-91/269, 7-8=119/348, 8-9=-147/431, 9-1 0=-1 74/507. 10-11=174/507 11-12=-147/431, 12-13=-119/348, 13-15=-91/269 WEBS 2-36=-157/298, 18-21=-140/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Corner(3E) 0-1-12 to 3-0-0, Exterior(2N) 3-0-0 to 15-0-0, Comer(3R) 15-0-0 to 18-0-0, Exterior(21N) 18-0-0 to 29-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. This Item has been 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 5) All plates are 2x3 MT20 unless otherwise indicated. sealed by Finn, Walter, PE 6) Gable requires continuous bottom chord bearing. using a Digital Signature. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Printed Copies Of this 8) Gable studs spaced at 2-0-0 oc. document are not Considered 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in Signed and Sealed and the all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. signature must be verified 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 37, 153 lb uplift at on any electronic copies. joint 20, 106 lb uplift at joint 30, 118 lb uplift at joint 31, 112 lb uplift at joint 32, 113 lb uplift at joint 33, 113 lb uplift at joint 34, 113 lb Walter P. Finn PE No.22839 uplift at joint 35, 169 lb uplift at joint 36, 106 lb uplift at joint 27, 118 lb uplift at joint 26, 112 lb uplift at joint 25, 113 lb uplift at joint 24, 113 lb uplift at joint 23, 113 lb uplift at joint 22 and 153 lb uplift at joint 21. MiTek USA, Inc. FL Cert8634 6904 Parke East Blvd. Tampa FL 33810 Date: --- -- — -----.._.._- February 25,2021 ..... - A 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, note 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 is always required for stability and to collapse Inv MiTek` prevent with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Qualify Criteria, DSB-89 and BCS/ 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 s Truss Type Qty Ply JGRB T22971434 77312 COMMON GIRDER 1 2 �LEONHARDT ��� b T Job Reference o tional �1 m ers cuss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:13 2021 Page 1 ID:1joZOgJBeXgHOH?D8AYNYEzjeyx-SR_gPjwFdgeBJSU2ZyJ9XjyUDdl6PTFOszTw8wzhznm 2-4-0 6-4-11 10-5-5 14-0-0 19-8-0 23-2-4 27-0-0 2-4-0 4-0-11 4-0-11 4-0-11 5-2-0 3 6 4 3-912 4x4 = Scale = 1:45.1 6x8 = nuaco 7x8 = Oxo — 7x8 = HUS26 HUS26 6x8 = 4x4 = 3x4 II HUS26 HUS26 HUS26 HUS26 23-2-4 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 FBC2020/TP12014 CSI. TIC 0.28 BC 0.96 WB 0.99 Matrix -MS DEFL. in (loc) Well Lid Vert(LL) -0.09 14-15 >999 360 Vert(CT) -0.15 14-15 >999 240 Horz(CT) 0.02 11 n/a n/a Wind(LL) 0.11 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 356 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-16,6-11: 2x6 SP No.2, 2-15: 2x4 SP M 30 REACTIONS. (size) 16=0-8-0, 11=0-8-0, 9=0-6-0 Max Horz 16=210(LC 7) Max Uplift 16=-3140(LC 8), 11=-4274(LC 8), 9=-705(LC 29) Max Grav 16=5060(LC 2). 11=6512(LC 2), 9=440(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-985/637, 2-3=-6917/4083, 3-4=-5607/3384, 4-5=-3142/1979, 5-6=-3156/1969, 6-7=-848/1447, 7-8=-768/1341, 8-9=499/774 BOT CHORD 1-16=-563/881, 15-16=-734/991, 14-15=-3700/6341, 12-14=-2964/5157, 11-12=-1304/908, 10-11=-1223/686 WEBS 2-16=-3644/2321, 2-15=-3363/5623, 3-15=-733/1205, 3-14=-1413/876, 4-14=-1606/3183, 4-12=-3346/2049, 5-12=-1292/2245, 6-12=-3072/5198, 6-11=-5053/3166, 7-11 =-1 79/428, 8-10=-1219/690 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. This Item has been 3) Unbalanced roof live loads have been considered for this design. electronically signed and 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=27ft; eave=oft; Cat. Sealed by Finn, Walter, PE 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 g a Digital Signature. USIn g g 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This signed and sealed and the 7) 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 signature must be verified will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3140 lb uplift at joint 16, 4274 lb uplift at on any electronic copies. joint 11 and 705 lb uplift at joint 9. Walter P. Finn PE No.22639 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 Mi7ek USA, Inc. FL Cart 6634 from the left end to 18-0-12 to connect truss(es) to front face of bottom chord. 6904 Parke East Blvd. Tampa FL 33610 10) Fill all nail holes where hanger is in contact with lumber. Date: Continued on page 2 LOAD CASE(S) Standard February 25,2021 ry WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE PAII-7473 rev. 6/79/2020 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 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 ANSI1TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Pa rk Parke East Blvd. 3ast Tampa, Job Truss Truss Type Qty Ply LEONHARDT T22971434 77312 GRB COMMON GIRDER 1 n L Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:13 2021 Page 2 I D:1 joZDgJ BeXgH 0 H? D8AYNYEzjeyx-SR_9PjwFdgeBJS U2ZyJ9XjyU D dl6 PTFOszTw8wzhznm LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5.8=-54, 1-9=20 Concentrated Loads (lb) Vert: 13=-1 079(F) 19=-1079(F) 20=-1079(F) 21=-1079(F) 22=-1079(F) 23=-1079(F) 24=-1079(F) 25=-1079(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 r�v. 5/19/2020 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlf 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 1Tampa, FL 36610 Job Truss Truss Type Qty Ply LEONHARDT 77312 V4 Valley 2 1ss T22971435 r1h.-h a Tom, — or,..,...- �. Job Reference (optional) 2-0-0 2-0-0 5.00 12 2 1 3x4 i ID: 3x6 = VVCU t•CU 4 9 uo. Do. Ia 4uz i regal IBeXqHOH7D8AYNYEzjeyx-pOn2SR_OSNGTPENOMVvLEmfNuefG4zyl7FBhp8zhznh 4-0-0 , 3x4 2-0-0 3 Scale = 1:7.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(C 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-19(LC 10) Max Uplift 1=-59(LC 12), 3=-59(LC 12) Max Grav 1=94(LC 1), 3=94(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or Jess except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) one; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip [COL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 jive 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 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: February 25,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 ev 5/19/2020 BEFORE USE divid Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an inat 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 iVliTe 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?PII Quality Criteria, 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 ­_ s Truss Type QtyPlyLEONHARDT F Valley T22971436 2 1 Chambers Truss, Fort Pierce, FL - 34982, Job Reference (optional) I 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:20 2021 Page 1 ID:ljoZDgJBeXgHOH?D8AYNYEzjeyx-Invot7?e_WBeXWOUwxpJ BIbLSLwYss2TZgnuOzhznf 4-0-0 8-0-0 4-U 4-0-0 Scale = 1:14.6 4x4 = 2 5.00 12 1 3 4 3x4 2x3 II 3x4 8-0-0 8-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.67 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 24 lb FT = 20% TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=-49(LC 10) Max Uplift 1=-90(LC 12), 3=-90(LC 12), 4=-122(LC 12) Max Grav 1=118(LC 1), 3=118(LC 1), 4=248(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-166/346 NOTES- TOP CHORD BOTCHORD 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 1 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all leas where a recl will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uIJ 4=122. 1 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. B=45ft; L=24ft; eave=4ft; Cat. zone; cantilever left and right )OL=1.60 loading requirements specific 3-6-0 tall by 2-0-0 wide at joint(s) 1, 3 except Qt=lb) This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: February 25,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7Jd7 rev 5l1 .12020 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an indivi,I I building component, not , a truss system. Before use, the building designer must verity the appliwbiliy 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 SafetyfabricatlnlormoaGon delivery. lable fromlon and Truss Plate Institute, 2670 Crainses and sHigyhst Suite 203 Waldorf, MD S, see Y0601 Quality Crite a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 36610 Job s Truss Type Qty Ply 77312 TV Valley 2 1 �LEONHARDT T22971437 Job Reference (optional)` 5.00 12 5 0 46 = 2 vu r en a as—ures, mu. vveu reu zw uo:oof l4 zurt rage i gHOH?D8AYNYEzjeyx-wdYXc3xtO8m2wc3E7fgO4wWO1 DF87jA4dDTgMzhznl 19-n-n 6 3x4 4 i 2x3 II 3x4 12-0-0 3 Scale = 1:18.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. J in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 3 n/a n/a BCDL - 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 38 lb FT = 20% LUMBER- BRA TOP CHORD 2x4 SP No.3 TOP BOT CHORD 2x4 SP No.3 BOT OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 Max Horz 1=-79(LC 10) Max Uplift 1=-121(LC 12), 3=-121(LC 12), 4=-245(LC 12) Max Grav 1=175(LC 21). 3=175(LC 22), 4=439(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-288/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1: ll; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E 3-8-12 to 6-0-0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-3-4 zone; cantilever left and right forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers ra to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a re will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb I joint 3 and 245 lb uplift at joint 4. RD Structural wood sheathing directly applied or 2-2-0 oc purlins. RD Rigid ceiling directly applied or 10-0-0 oc bracing. ; B=45ft; L=24ft; eave=4ft; Cat. 0-8-12 to 3-8-12, Interior(1) xposed ;C-C for members and loading requirements specific loads. tangle 3-6-0 tall by 2-0-0 wide at joint 1, 121 lb uplift at This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 9634 6904 Parka East Blvd. Tampa FL 33610 Date: February 25,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1%1II-74�3 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 D a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpoFate 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 iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general gLidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl1rP11 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 T22971438 77312 V16 Valley 2 1 �LEONHARDT Job Reference (optional) "• ••'• ••"�• • •.... I o.vau 5 reu 1 z zuz I Ivn I eK mausu les, Inc. vvea reD Z4 UtK=1 D ZUZ1 vage 1 ID:ljoZDgJBeXgHOH?D8AYNYEzjeyx-Og6wgPxV9SuvYmeRhNLdd8lobRfgtbHJJHyODpzhznk 8-0-0 16-0-0 8-0-0 4x4 = 3 5.00 FIT2 Scale = 1:25.3 2x3 11 9 10 2x3 11 2 4 1 5 3x4 i 8 2x3 11 7 2x3 11 6 2x3 I I 3x4 16-0-0 16-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-108(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-245(LC 12), 8=245(LC 1 ) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=260(LC 1), 6=330(LC 18), 8=330(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-245/415, 2-8=245/415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E)IO-8-12 to 4-0-0, Interior(1) 4-0-0 to 8-0-0, Extedor(2R) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live pads. 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 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6=245, 8=245. 1 This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-74�3 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an IndivIdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I 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 ANSI7fp/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 ty Ply T22971439 77312 V20 Valley 2 1 �IEONHARDT Job Reference o tional 5.00 12 1 2x3 11 10 2 3x4 i�- 9 2x3 11 8 3x6 = 4x4 = 3 7 2x3 11 -ou b ruu IL LUL I IVII I eK Inuu51rIe5, InC. VveD reD Lq Ud:bb:lb ZUZ1 rage 1 IJBeXgHOH?DBAYNYEzjeyx-tOgl l Iy8wlOmAwDdF4ts9LawZgw5cl HTYxialFzhznj 20-M 11 2x3 II 4 6 3x4 2x3 11 Scale = 1:31.6 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(C ) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-S Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 1-40.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHO OTHERS 2x4 SP No.3 RD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=-138(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 6=-328(LC 12), 9=328(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=443(LC 18), 9=443(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-321/470, 2-9=321/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E), 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 10-0-0, Exterior(2R) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-3-4 zone; cantilever left and rjght exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 5, 7 except (jt=lb) 6=328, 9=328. 1 This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED fdITEK REFERENCE PAGE MI:, 4l 3 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 �emporary 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 oftmsses and truss systems, see ANS11lPI1 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 I Truss Truss 77312 I V24 I Valley Ply T22971440 tubers Truss, Fort Pierce, FL - 34982. 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:17 2021 Page 1 I D:1 joZD gJ BeXgHOH7D8AYNYEzjeyx-LC Eg F5zm h 38dn4opooO5iZ7 Bm E FO L U NcnbR7H hzhzni 12-0-0 24-0-0 12-0-0 12-M 12-0-0 Scale = 1:37.9 4x5 = 3x4 i 8 7 6 3x4 2x3 II 5x6 = 2x3 ll Plate Offsets (X,Y)— [7:0-3-0 0-3-01 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-0. (lb) - Max Horz 1=-168(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-107(LC 12), 6=-380(LC 12), 8=-380(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=383(LC 1), 6=512(LC 18), 8=512(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-268/219, 4-6=381/503, 2-8=-382/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 12-0-0, Exterior(2R) 12-0-0 to 15-0-0, Interior(1) 15-0-0 to 23-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 5 except (jt=lb) 7=107, 6=380, 8=380. This item has been electronically signed and sealed by Finn, Walter, 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE ■o 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 ANSI/TP11 Quality Criteria, DSB-89 and BCS/ 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 �LEONHARDT T22971441 77312 V28 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Wed Feb 24 08:56:18 2021 Page 1 ID: ljoZDgJB eXq H OH?D BAYN YEzj eyx-pOn2SR_OSNGTP EN OM VvLEmfNxech4yBl? FBhpBzhznh 14-0-0 28-0-0 14-0-0 14-0-0 Scale = 1:44.2 4x4 = 3x4 � 13 12 11 10 9 8 3x4 3x6 = 28-0-0 28-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 7 nla n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-S Weight: 109 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 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-11: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0-0. (lb)- Max Horz 1=208(LC11) Max Uplift All uplift 100 lb or less at joints) 1, 7, 10 except 8=-311(LC 12), 9=-211(LC 12), 13=-311(LC 12). 12=-211(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=402(LC 17), 8=511(LC 18), 9=372(LC 18), 13=511(LC 17), 12=371(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-129/265, 4-5=-129/251 WEBS 6-8=-313/356, 5-9=225/298, 2-13=316/358, 3-12=-225/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; Gable Roof; Common Truss; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 14-0-0, Exterior(2R) 14-0-0 to 17-0-0, Interior(1) 17-0-0 to 27-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. This Item has been 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Sealed by Finn, Walter, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 7, 10 except using a Digital Signature. (jt=lb) 8=311, 9=211. 13=311, 12=211. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6034 9904 Parke East Blvd. Tampa FL 33610 Date: February 25,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV7473 rev. 5/1912020 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 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 ANSIITP11 quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. J�Apply plates to both sides of truss and fully embed teeth. 0-11fi For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 t,-. e n I , i <AIj k Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSVIPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.