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HomeMy WebLinkAboutTrussjocu�lgn Cnvelope lu: rLLL U4ul-,-a.'TgH-4u4r-aH4U-oay Lb4a4l..lUy L =LIFE SAFETY WARNING This symbol identifies Life afety Warnings that should be read and given special attention to all arsons Installin trusses. SPACING NOTE All trusses are to be set 2'-O" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING, REFER TO ENGI EERING DRAWING TO DETERMINE IF M LTIPLE PLY. �a DON'T LIFT TRU SES WITH SPANS LONG R THAN 30' BY THE PE K. CONSULT BC I 30' Sp nor less Spre der Bar ! 60 degrees orless I i Tag line 112 spar —1 Ta 112 line E--�4pprox01 2t3 iSpan. i apprcx. . i I REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used. Truss must be set this way if crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. j Insist crane operator sets truss this way. Insist crane operator sets truss this way. I i All load bearingItsa headers, beams, lintels must be in rp%la,%ce i CD t indicated height before trusses CD Q ire int I led. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any rather A/C requirements. This may be in confli t with building code and A/C Design requirements. Consult with Building -Department and A/C Contrac or. 1W WA ROU ff Aop%k L NINu The size of these trusses makes it necessary that they e set by a profeesional builder i familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with ai 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 TRIJSS DRAWING i I ,SEAT PLATES BY C AMBERS TRUSS REPRESENTS rAHANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4XA EXCEPT AS SHOWN CARRIED TRUSS CARRYING TRUSS HANGER ID FAST CARRI ER FOR FASTENER FOR D TRUSS CARRYING TRUSS 1 GRB1 GR2 THD26 12A Od x1 1/2 18-16d "Please refer to Standard Engineering package for gen FlInstuction on Instalung Hangerst0&0.148" x 3" 16d=0.162" x112" Hatch Legend WALL HEIGHT . o ': stand o trusses i e braced per, .., BCSI C & properly nailed . -_- ':is hangers ,:'. �.. M*E FOR ARRANGEWITH / 1 1 1 SPREADER M r.l i 5-04-00 { u. i 7 5-00-00 i t RI G1�4 q 10-08-00 3-08-00 1�5. ®•rya 10i I I 2-02-08 LJ a 0 0 0 38-04-00 5-00-00 5-00-00 ;U i HIP CARRIER I-OCATFD AS DIMENSIONED I,µ yGUT ORNDEY�JACKS Ou ME NCT BEVELED. z� ME STANDARD uw F:NGGEFTING. oZ; c�e�o (V CORNER J40'r:5 ONLY 24" 1-1718 CORNER DETAIL OVERHANGS NOT SHOWN FOR CLAR;TY UNSUPPORTED JACK CONNECTION DETAIL MTS16 strap (or equal) over Top Chord and under Bottom Chord with 11i x 1.5" nails: 7 nails in Carrier Jack: 7 in Hip Carrier Dauhle straps for 6 JacKS .....�� CARRIED JACK HIP,+j'F.RRIER '4 Arm 5' Trusses beginning "JU" and tither unsupported truss should be installed this way. FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: 1. Trusses will be made in stnct accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. After 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA. 5, Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will i be 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 tesponsible 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. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of delivery 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, 1-112 % per month service charge will be added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms 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 attorney's 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 Mational Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSIITPINTCA 4 - 2D02a 12. Warranty is per Chambers Truss Warranty attached. DATED SIGNED FOR TITLE A spreader bar may be required per "BCSI" to prevent injury & 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. y a�q�rc :W:w Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plyWi6 d, 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 CHAMBERIIS TRUSS INC can er venue Fort Pierce, Florida 34982-642 800-551.5932 Fort Pierce 772.465-2012 Fax 772-465-8711 Vero Beach 772-569-2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM ,h11'iEK VERSION 7.4.1.431- LOADINGIDESIGN CRITERIA REDUCIBLE _ PER CODE SUCH AS SSG 1664.6.1 DESIGN CRITERIA i County ST. LUCIE Building Department ST. LUCIE CO. Wind Design Criteria ASIDE 7-16 Wind Design Method MWFRS(Directional)IC-C hybrid Wind ASCE 7-16 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 10 4.2 0 Bottom Chord Live `10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 50 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category fl: 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: 77410 SCALE. 11 " = 11® t1 151 total trusses, 45 unique designs Designer: RAC Reviewed by: Date: Q4/13/21 Revised: 0-�117/21 FOR LRI ANN WINN DESCRIPTION: IN Page 1 of 1 CUSTOMER INITIALS EACH PAGE DocuSigned by: +� E419 935FAF30E92486... 0 17 /-3mi Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 77419 - Winn Lori / Q59429 MiTek USA, Inc. nicety Site Infol)tion: 6904 Parke East Blvd. h Tampa, FL 33610-4115 tdtie `fflfo: Lori Ann Winn Project Name: Winn Model: . L"bf/Block: ,Ment Subdivision:pa . P V fib' lerce State: FL 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: FBC20201TP12014 Wind Code: N/A Roof Load: 40.0 psf Design Program: MiTek 20/20 8.4 Wind Speed: 160 mph Floor Load: N/A psf This package includes 45 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T23606295 A 4/20/21 15 T23606309 B2 4/20/21 2 T23606296 Al 4/20/21 16 T23606310 B3 4/20/21 3 T23606297 A2 4/20/21 17 . T23606311 B4 4/20/21 4 T23606298 A3 4120/21 18 T23606312 B5 4/20/21 copy 5 T23606299 A4 4/20/21 19 T23606313 B6 4/20121 FILE 6 T23606300 A5 4120/21 20 T23606314 C 4/20/21 7 T23606301 A6 4/20121 21 T23606316 C1 4/20/21 8 T23606302 A7 4/20/21 22 T23606316 C2 4/20/21 9 T23606303 A8 4/20/21 23 T23606317 C3 4/20/21 10 T23606304 A9 4/20/21 24 T23606318 GR1 4/20/21 11 T23606305 AA 4/20/21 25 T23606319 GR2 4/20/21 12 T23606306 AG 4/20/21 26 T23606320 GR3 4120/21 13 T23606307 B 4/20/21 27 T23606321 GR4 4/20/21 14 T23606308 B1 4/20/21 28 T23606322 GRA 4/20/21 This item has been electronically signed and sealed by ORegan, Philip, 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: ORegan, Philip 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 MTek or TRENCO. Any project specific information included is for MTek'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. NV No •58126 l STATE -OF :�4U O R \_,. N'A1 Philip J. U'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 3Z610 Date: April 20,2021 ORegan, Philip 1 of 2 • 1 64 � � MiTek® MiTek USA, Inc. RE: 77419 - Winn Lori / Q59429 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Lori Ann Winn Lot/Block: . Address:., . City: Fort Pierce Project Name: Winn Model: . Subdivision: . No. Seal# Truss Name Date 29 T23606323 GRB 4/20/21 30 T23606324 GRB1 4/20121 31 T23606325 GRC 4120/21 32 T23606326 J3 4/20/21 33 T23606327 J4 4/20/21 3'4 T23606328 J5 4/20/21 35 T23606329 J5A 4/20/21 36 T23606330 J7 4/20/21 37 T23606331 JU 4/20/21 38 T23606332 KJ5 4/20/21 39 T23606333 KJ7 4120/21 40 T23606334 MV2 4/20/21 41 T23606335 - MV4 4/20/21 42 T23606336 MV6 .4/20/21 43 T23606337 MV8 4/20/21 44 T23606338 V4 4/20/21 45 T23606339 V8 4/20/21 State: FL 2 of 2 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606295 77419 A Hip 1 1 Job Reference (optional) cnamoers I rues, rorr rrerce, rl_ - 44WOL, 0.43V a Mar CL zUL I MI I en Inauslrle5, mc. rn Apr 10 UB;Jn:JI ZU41 rage I ID:OkMHNyl4FAMZhTfyGgy5jzefAz-vu W EbfXu9kn4q_fcngWaDdhsxvtbG8Viu1T2AzzQBvK 0.0-0 , 12-0.0 37-7-0 , 46M I 49-0-0 _i_ S6k0 _ _ - 2.4-0 GB-0 3.4-0 8-54 8-5.0 8-5-0 &5-0 3-0-0 6-8-0 2-4-0 Scale = 1:98.9 4.00 f12 6x8 = 4x8 = 46 = 4x8 = 4x6 = BxB = . 31 3 4 32 33 5 6 34T 35 8 9 36 10 11 37 23 39 40 41 22 21 20 19 18 17 16 15 42 43 14 Sx6 = 6x8 = 4x6 = 4x6 = 4x8 = 4e = 6x8 = 338 Ir� 44 SKIS = 2.4-0 58-" 2-0-0 , 9-0-0 12-0-0 20-9-0 29-2-0 i 37-7-0 46-0-0 4940 56-0-0 58r4-0 i 2f' -" 1� 6.8-0 31-0 &5-0 63-0 8-5-0 tF6-0 3-0-0 6 8-0 O12r0 ' 0-4-0 2-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.49 Vert(LL) -0.19 18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.39 17-18 >999 240 BCLL 0,0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.05 15 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.29 22-23 >413 240 LUMBER- EIRACING- PLATES GRIP MT20 244/190 Weight: 359lb FT = 20% TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 cc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-15 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.18, 8-18 2 Rows at 1/3 pts 5-22,8-15 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 23=102(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 23=-427(LC 12), 22=1199(LC 12), 15=1177(LC 12), 14 =347(LC 12) Max Grav AS reactions 250 lb or less at joint(s) 23,14 except 22=2117(LC 21), 15=2117(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2 =1511695. 2-3=-1091734, 3.4=305/1072, 4-5=-30511072, 5-7=2597/2130, 7-8=2597/2130, 8.10=235/1094, 10-11=235/1094, 11-12 .48ff51, 12-13=-78/704 BOT CHORD 1-23=-614/190, 22-23=-690/190, 20-22=1229/1655, 18-20=1229/1655, 17-18=1223/1655,15-17=-122311655,14-15=-630/131,13-14=-630/131 WEBS 2-23=373/169, 3-22=-688/507, 4.22=-431/472, 5-22=2848/1701, 5-20=0/290, 6-18=727/1025, 7-18=502/474, 8-18=727/1025, 8-17=0/290, 8-15=2848/1702, 10-15=-431/473, 11-15=-088/502, 12-14=378/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=58ft; eave=7ft; Cat. 11; Exp C; End., GCpl=O.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 5.10-0. Intedor(1) 5-10-0 to 9-0-0, Extedor(2R) 9.0-0 to 17.3-0, Intedor(1)17-3-0 to 494-0, Extedor(2R) 49-4-0 to 57-7-0, Interior(1) 57-7-0 to 58-4-0 zone; cantilever left and right This item has been exposed;porch left and right exposed;C-C for member; and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip electronically signed and DOLS60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 23, 1199 lb uplift at on any electronic copies. joint 22, 1177 lb uplift at joint 15 and 347 lb uplift at joint 14. Philip J. O'Regan PE No.58128 N11TekUSA, Inc. FL Cart6634 8904 Parke East Blvd. Tampa, FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE.�� Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a true. system. Before use, the building designer must verify the applicability of design parametere, and property, Incorporate this design Into the overall bulding design. Bracing Indicated is to prevent buckling of indivdual 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 ANSMI Quality Crftods, OSO-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 Thus Truss Type City Ply Winn Lod / Q59429 T23606296 77419 Al HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, t5AJU S Mar ZZ ZU21 MI I eK Inousmes, Inc. I-n Apr 16 Ud:35:391U21 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-rGe?OKY8gL1n31p y4Y212nBH/YBk2R?LBy9FszQBvl 2-0-0 11-40 2-0 2D-9-0 2D-2-0 37-7-0 L= 7 58-40 56-0-0 B-5-0 Bb-0 4.00 12 4x6 =6x8 = 3x4 11 4x6 = 4x8 = 3 4 32 33 5 6 347 35 6x8 = 46 = 3x4 11 46 = 8 9 36 37 10 11 Scale=1:98.0 23 40 41 42 22 21 20 19 18 17 16 15 43 44 14 45 4x5 = 3x8 11 4x6 = 5x12 = 4x6 = 3x4 11 5x12 = 48 = 3x8 11 4x5 = 3x4 11 3x4 11 2-" 6&40 2-0-0 , 12.4-0 20-9-0 , 291-2-0 37-7.0 48-0-0 58-0-0 56rq-0 , 2-" 10-0-0 63.r0 65-0 6-s-0 63-0 10-0-0 04.0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.16 18 >999 . 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.33 18-20 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.31 22-23 >384 240 Weight: 353 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-20, 7-20, 7-17, 10-17 REACTIONS. All bearings 0-84). (lb)- Max Horz 23=124(LC11) Max Uplift All uplift 100lb or less atjoint(s) except 23=-579(LC 12). 22=1048(LC 12), 15=1021(LC 12), 14=502(1_C 12) Max Grav All reactions 250 lb or less atjoift(s) except 23=457(LC 21), 22=1880(LC 1). 15=1880(LC 1). 14=457(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/561, 2-3=0/685, 3-0=0/764, 4-5=1944/1888. 5-7=194411888, 7-9=1944/1895, 9-10=1944/1895, lO-1 l=0/770, 11-12=0/691, 12-13=0/567 BOT CHORD 1-23=-470/0, 22-23=506/0, 20-22=506/0, 18-20=-2193/2757, 17-18=2193/2757, 15-17=476/0, 14-15=476/0, 13-14=-476/0 WEBS 2-23=748/391, 4-22=-1612/1178, 4-20=146912413, 5-20=-476/520, 7-20=928/677, 7.18=25/355, 7-17=928/677, 9-17=-476/520, 10-17=1468/2413, 10-15=1612/1180, 12-14=750/357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=3.Opsf; h=15ft; B= 5ft; L=58ft; eave=7tt; Cat 11; Exp C; End., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E) 0-M to 5-10-0. Interior(1) 5-10-0 to 11-0-0, Extedor(2R) 11-0-0 to 19-3-0, Interior(l) 19-3-0 to 474-0, Exterior(2R) 47-0-0 to 55-7-0, Intedor(1) 55.7-0 to 58-4-0 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) Provide adequate drainage to prevent water ponding. 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 23, 1048 lb uplift at joint 22,1021 lb uplift at joint 15 and 502 lb uplift at joint 14. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. URegan PE No.58126 MITek USA, Inc. FIL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with N6TekdD 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 most verify the applicability of design psrerneters 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 ANSUTP10 Quallty Cdtede, DSO-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnfurm®don available from Truss Plate Institute, 267D Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Winn Lori / Q59429 T23606297 77419 A2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL- 349a2, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:35:42 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-FrJ7eMbl zGPMw00aD51wgPfPwZ6xRaR29BprBzQBvF 2-0-0 13-0-0 21-1-0 29.2-0 37-M , _454-0 56-0-0 i 51 i 2h11 1a6-0 8-1-0 &1-0 8-1-0 8-1.0 10.8-0 2.4-0 4.00 12 6x8 = 4x4 = 46 = 3x4 11 30 4 5 316 32 4x6 = 4x4 = 6x8 = 7 e 33 9 21 3637 20 19 18 }7 16 15 14 13 38 39 12 45 = 4x5 = 3x8 II 4x6 = 4x5 = 4x6 = 48 = 4x5 = 4x6 = 3x8 II scale = 1:98.9 4x5 = 4x5 = 24-0 5Bd-0 k 2.0,0 29.12-0 37-'MA _ 0-0 -0�412 2 10-0-0 69-0 8. 04-D Plate Offsets (X Y)— [t:0.2-6 Edge] [2'0-0-13 2-2-0] [10.0-0-13 2-2-01 [11:0-2-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.13 16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.26 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) -0.04 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.34 12-13 >354 240 Weight: 366 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-18. 9-15 3-20,9-13: 2x6 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Ho¢ 21=147(1-C 10) Max Uplift All uplift 100 lb or less atjoint(s) except 21=-669(LC 12), 20=957(LC 12), 13=922(LC 12), 12=601(LC 12) Max Grav All reactions 260lb or less atjoint(s) except 21=547(LC 21), 20=1787(LC 1), 13=1791(LC 1), 12=549(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 1-2=0/674, 2-3=84/909, 3-4=-1923/2033, 4.6=2527/2490, 6.8-2527/2490, 8-9=191212037, 9.10=-67/926, 10-11=01694 BOT CHORD 1-21=-658/0, 20.21=-694/7, 18-20=829/209, 16.18=1731/1923, 15.16=1714/1912, 13-15=796/178, 12-13=-674/0, 11-12=67410 WEBS 2-21=948/651, 3-20=-1633/1031, 3-18=1262J2078, 4-18=85&794, 4-16=-023/734, 6-16=-485/465, 8-16=-529f746, 8-15=861/797, 9-15=126212087, 9-13=1533/1030. 10-12=951/643 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf h=15ft; B=45ft; L=58ft; eave=7ft; Cat This item has been It; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 5-10-0, Interior(1) 5-10-0 to 13.0.0, Exterior(2R) electronically signed and 13-0-0 to 21-1-0, Intedor(1) 21-1-0 to 454-0, Extedor(2R) 45-4-0 to 53-7-0, Interior(1) 53-7-0 to 58-4-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip sealed by ORegan, Philip, PE DOL=1.60 using a Digital Signature. 3) 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. 4) Provide adequate drainage to prevent water ponding. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic Copies. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 21, 957 lb uplift at joint 20, 922 lb uplift at joint 13 and 601 lb uplift at joint 12. Philip J.0'Regan PE No.58126 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not'• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent 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 ANSW PH Quality Criteria, D88-89 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 3661 D Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606298 77419 A3 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL- 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:35:44 2021 Page 1 ID:OkKXHNyVj FAMZhTfyGgy5jzefAz-CERt32cWug493hyie8D75U 1 vkFDPLAkVTgww3zQBvD i 2-0-0 12-40 15-0-0 , 23511 34.9-5 43-0-0 46-0-0 , 56-0-0 2.4-0 10-0.0 2.8-0 tt-6-11 11-2-11 BS11 2-&0 10-" 24.0 6x8 = 4.00 12 3x4 11 3 4 0 Scale = 1:98.0 4x4 = 4x6 = 3x4 II 6x8 = 3x4 11 5 29 30 316 7 32 B 9 20 35 36 19 37 18 38 17 16 39 15 14 4041 13 4243 12 . 46 = 6xB = 4x6 = 4x5 = 4x6 = 410 = 06 = 6x8 = 45 = 2-" 584-0 i 2-" 12.4-0 235.11 34-9-5 46" .,8-80 58A-0 2-0-0 11-2-11 . 11-2-it 11-2-11 10-0-0 04-0 2-0-0 Plate Offsets (X,Y)— (2:0-1-1,2-2-0), [10;0-1-1,2-2-01, [13:0-3-8,04-0] [19:0-3.8,0-4-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1ldefl Ud PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.15 15-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.30 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) -0.04 12 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(ILL) 0.32 12-13 >379 240 Weight: 365 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.0-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 5-15, 8-15 REACTIONS. All bearings 0.8-0. (Ib) - Max Horz 20=169(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 20=-638(LC 12), 19=988(LC 12), 13=965(LC 12). 12=559(1_C 12) Max Grav All reactions 260 lb or less at joints) except 20=519(LC 23), 19=2013(LC 2), 13=2010(LC 2), 12=515(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=0/643, 23�01756, 34=54/1023, 4-5=2097/1990, 5-7=2071/1973, 7-8=-2071/1973, 8-9=-40/1006, 9-10=-27/739, 10-11=01626 BOT CHORD 1-20=548/0, 19.20=584/0, 17-19=723/498, 15-17=160712110, 13-15=680/473, 12-13=532/0, 11-12=-532/0 WEBS 2-20=696/413, 3-19=-611/818, 4-19=1411/515, 4-17=1 09 0/1973, 5-17=-656/681, 7-15=-647/707, 8-15=109911956, 8-13=1411/530, 9-13=-608/020, 10-12=7011381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=58ft; eave=7ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-10-0, Interior(1) 5-10-0 to 15-0-0, Extedor(21R) 15-0-0 to 23-3-0, Interior(1) 233-0 to 43-", Extedor(211) 43-" to 51-7-0, Interior(1) 51-7-0 to 513 4-0 zone; cantilever left and right This item has been exposed ; porch left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip electronically signed and DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' document are not considered 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63B lb uplift at joint 20, 988 lb uplift at signature must be verified joint 19, 965 Ib uplift at joint 13 and 559 lb uplift at joint 12. On any electronic Copies. Philip J. aRegan PE No.58128 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an ind'wldual building component, not a lass system. Before use, the building designer must vedly the applicability of deslgn parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent budding 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 Was systems, see ANSYTIPl1 Quality Crfterfa, DS849 end BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Tntss Type Qty Ply Winn Lori I Q59429 T23606299 77419 A4 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL- 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 1ti U8:35:45 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-gQ?GGOdvGBoxnDG8FLfSYJ1 DC8cy8sdtk7PTSVzOBvC 2-0-0 12-0-0 17-0.0 251-5 33-2-11 41.4-0 480-0 56-0-0 58-0.0 2.40 10.60 4-8.0 lli B-1.8 &1.5 4-&0 10.0.0 2.4-0 Scale=1:99.8 4.00 12 6x8 = 4x4 = 46 = 3x4 11 6x8 = 6 31 327 8 9 22 35 36 21 2037 38 19 18 39 17 40 16 41 15 42 43 14 45 = Bx8 — 4x6 = 4x4 = 48 4x6 = 6x8 = 4x5 = 46 = 2-" 59-0-0 12-0-012.4-0 25.1-6 i 33.2-11 !L— i 56-M 56rq-0 2-0-0 10-0-0 12.9-5 8.15 12-9-6 10-0-0 0-4-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) -0.23 15.17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.75 Vert(CT) -0.40 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.04 15 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.30 14-15 >395 240 Weight: 368 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-21, 5-19, 6-17, 9-17, 9.15 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 22=192(LC 10) Max Uplift All uplift 100 lb or less at joints) except 22=-673(LC 12), 21=-954(LC 12), 15=927(LC 12), 14=-596(LC 12) Max Grav All reactions 250lb or less at joint(s) except 22=549(LC 21), 21=2012(LC 2), 15=2013(LC 2), 14=544(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=0/675, 2-4=1431788, 4-5=12311036, 5-6-201311944, 6.8=1995/1932, 8-9=1995/1932, 9-1 0=1 1111024. 10-12=1311776, 12-13=0/664 BOT CHORD 1-22=580/50, 21-22=616/50, 19-21=9141888. 17-19=1517/2035, 15-17=915/837, 14-15=569/38, 13-14=-569/38 WEBS 2-22=773/430, 4-21=-069/743, 5-21 =1 544/582. 5-19=761/1522, 6-19=536/550, 8-17=517/587, 9-17=766/1513, 9.15=1552/597. 10-15=-567/743, 12-14=778/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=3.0psf; h=15ft; B=45ft; L=58ft; eave=7ft; Cat. It; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0.0-0 to 5-10-0. interlor(1) 5-10.0 to 17-0-0, Exterior(2R) 17-0-0 to 25.1-5, Interior(1) 25.1-5 to 414.0, Exterior(2R) 414-0 to 49-7-0, Interior(1) 49.7-0 to 584-0 zone; cantilever left and right This item has been exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip electronically signed and DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component, using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' document are not considered 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-" wide will fit between the bottom chord and any other members, With BCDL = IO.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at Joint 22, 954 lb uplift at signature must be verified joint 21, 927 lb uplift atjoint 15 and 596 lb uplift atjoint 14. on any electronic copies. Philip J.0'ReganPE No.58126 A1iTek USA; Inc. FL Cen 6034 6904 Parke fast Blvd. Tampa FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with K-rek® connectors. This design is based only upon parameters shown, and is for an Individual t u /ding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of indNidual trues 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 at trusses and truss systems, see ANSM11 QwHW Criterle, OSB-09 and SCSI Building Component 6904 Parke East Blvd. Saratyhifoymation "able from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606300 77419 A5 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 M7ek Industries, Inc. Fri Apr 16 08:35:47 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-cp7Oh4fAop2fOWQXNmhwd k6 W uxl4cmEABRuaXOzQBvA 2-4-0 124-0 19-0-0 29-2-0 39-4-0 4G0-0 i 56-0-0 r 2-0-0 10-0.0 6-8-0 lo-2-0 1D-2-0 4.00 12 6x8 = 4x4 3x4 II 4x6 = Bx8 = 31 326 33 7 8 40 Scale=1:99.8 22 36 37 21 20 19 38 18 17 39 16 15 14 40 41 13 4x5 = 3x8 11 4x6 = 04 = 4x6 = 4xB = 4x4 = 4x6 = 3x8 11 4x5 = 24-0 684-0 , 12.40 1!)-0-0 292-0 39" 46P0 56-0-0 56r4-0 12-0-0 r2-0-0 10-D-0 6-e-0 10-H 10.2-0 6-6-0 10-0-0 0.4.0 2-0-0 Plate Offsets (X Y)— [2:0-1-5,2-2-0], [5:0.5-4,0-3-0), [8:0-5-4,0-3-0l. fll:0-1-5,2-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.12 16-17 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.22 16-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.26 13-14 >469 240 Weight; 373lb FT=20% LUMBER- BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 8-17 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 22=214(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 22=-669(LC 12), 21=960(LC 12), 14-925(LC 12). 13=596(1-C 12) Max Grav All reactions 250 lb or less atjoint(s) except 22=645(LC 23), 21=1899(LC 17), 14=1893(LC 2). 13=645(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=135/634, 2-4=268/779, 4-5=1461/1372, 5.6=2101/1917, 6-8=-2101/1917, B-9=-1481/1368, 9-11=2681771, 11-12=135/627 BOT CHORD 1-22=561/169, 21-22=570/211, 19-21=570/211, 17-19=88211401, 16-17=-90311314, 14-16=554/169, 13-14=-554/169, 12-13=554/169 WEBS 2-22=709/463, 4-21 =1 731/1049, 4.19=417/1540, 5-19=-4771410, 5-17=-702/1013, 6-17=7081757, 8-17=-701/1014, 8-16=-477/412, 9-16=-421/1551, 9-14=172011045, 11-13=716/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=58ft; eave=7ft; Call. II; Exp C; End., GCpj=0.1B; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-10-0, Interior(1) 5-10-0 to 19-0-0, Exterior(21R) This item has been 19-0-0 to 27-3-0, Interior(1) 27-M to 39-4-0, EExtedor(2R) 39.4-0 to 47-7-0, Interior(1) 47-7-0 to 58-4-0 zone; cantilever left and right DOL=1.60 electronically signed and exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber plate grip DOL=1.60 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies of this 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL=10.0psf. Signature must be Verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 22, 960 lb uplift at on any electronic copies. joint 21, 925lb uplift at joint 14 and 596 lb uplift at joint 13. Philip J.O'Regan PE No.58120 MITek USA, Inc; FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Data: April 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use orgy with MTek® connectors. This design is based only upon parameters shown, and is for an Irrdvtdual building component, not° a truss system. Salons use, the building designer must verify the eppliceWFty of design parameters and property incorporate this design into the overafl building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYII is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R�®k° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 quality Criteria, DS8.88 and SCSI Buitding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suke 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23608301 77419 AG HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:35:48 2021 Page 1 ID:OkKXH NyVjFAMZhTfyGgy5jzefAz-47gOvPfoZ6AWeg7xTC99xfhkLfQL6NKQ5e73gzQBvg 2-0-0 12-0-0 21-0-0 29.2-0 37-" i _ 46A0 56.0.0 58-0-0 � 10.0.0 8-B•0 6-2-0 8-2-0 8-8-0 4.00 12 6x8 = 4x4 r- 3x4 II 4x6 = 6x8 = 316 327 8 4x4 Scale=1:99.8 22 35 21 Zo 19 3ti 18 17 37 16 15 14 Je 13 45 = 3x8 II 46 44 = 4x6 = 48 = 4x4 = 46 = 3x8 11 4x5 = 2.4-0 584-0 i 2-" 12-4-0 21-0-0 29-2-0 37-4-0 i 46-0.0 58-0-0 58r4-0 , 2.0-0 ib00 88-0 e-2-0 8-2-0 6.6-0 10-0-0 0- 04-0 2-0-0 Plate Offsets (X,Y)— [2:0-2-s 2-0-81, [5:0.5-4,0-3-0L [B:D-5-4,0-3-OL [11:0-25,2-0-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.64 Vert(LL) 0.26 13-14 >458 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.15 16-17 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 1.00 Horz(CT) 0.03 13 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 378 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purhns. BOT CHORD 2x6 SP No-2 BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 22=237(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) except 22=-671(LC 12), 21=958(LC 12), 14=924(LC 12), 13=598(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 22=646(LC 23), 21=1913(LC 17), 14=1897(LC 18). 13=646(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 1-2=157/678, 2-3=290/804, 3-5=1581/1441, 5-6i l859/1789, 6-8=1859/1789, 8-10=-1593/1436, 10-11=290/796, 11-12=157/670 BOT CHORD 1-22=-588/196, 21-22=580/241, 19-21=580/241, 17-19=947/1511,'16-17=-945/1417, 14-16=581/196, 13-14=-581/196, 12-13=581/196 WEBS 2-22=692/423, 3-21 =-1 696/1108, 3-19=413/1541, 5-19=360/346, 5-17=-074/668, 6-17=557/604, 8-17=•475/669, 8-16=3601346, 10-16=-410/1555, 10.14=1683/1105, 11-13=700/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=58111; eave=7ft; CaL 11; Ex , C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 5-10.0, Interior(1) 5-10-0 to 214)-0, Extedor(21R) This (tam has been 21-0-0 to 29-2-0, Interior(1) 29-2-0 to 37-4-0, Exterior(2R) 37-4-0 to 45-7-0, Interior(1) 45-7-0 to 58-4-0 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 electronically signed and DOL=1.60 seated by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component Printed copies of this 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 2-041 wide signed and sealed and the will fit between the bottom chord and any other members, with BCOL = IU.Opsf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 lb uplift at joint 22, 958 lb uplift at on any electronic copies. joint 21, 92416 uplift at joint 14 and 598 lb uplift atjoint 13. Philip J. aRegan PE No.56126 MITek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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, not a Wes system. Before use, the [wilding designer must verify the applicability of design parameters and properly Incorporate this design into the overa9 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 ANS11rPl1 Quality Crifer/a, DSB-89 and BCSI Building Component 69N Parke Fast Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Thus Truss Type Qty Ply Winn Lod/ Q59429 T23606302 77419 A7 HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:36:50 2021 Page 1 ID:OkKXHNyVjFAMZhTfyG SjzefAz-OOo9J5h25kQEL882uEdFMk?29Jbp78ctP7EBABv7 2-0-0 12-0-0 23-0-0 29.2-0 35-0-0 46" 560.0 58-0-0 2-0.0 10-0-0 10" 6.2-0 &2-0 10.6-0 10-00 2-0-0 4.00 f 12 6x8 = 4x4 = 29 306 31 32 6x8 = Scale=1:99.8 20 35 19 18 17 16 36 15 14 13 37 12 4x5 = 3x8 II 4x6 = 4x8 = 4x6 = 4x8 = 4x6 = 3x8 II 05 = 2-4-0 68 4-0 2-0­0 12-4-0 23.0-0 35-" 46-0-0 56-M 5t1,40 2r�7 10-0-0 10$-0 l 12-4-0 10$U 10-0-0 0-" 2-0-0 Plate Offsets (X,Y)— 12:0-1-5,2-2-0L f10:0-1-5,2-2-01 LOADING (psf) SPACING- 240-0 CSI. DEFL in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.23 15-17 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.37 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) -0.03 12 n/a We BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.27 12-13 >445 240 Weight: 374 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midot 3-17, &17, 6-15, 9-15 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 20=259(LC 11) Max Uplift All uplift 100 lb or less at joints) except 20---659(LC 12), 19=959(LC 12), 13=935(LC 12), 12=586(LC 12) Max Grav All reactions 250 lb or less at joints) except 20=640(LC 23), 19=1930(LC 17), 13=1912(LC 18). 12=640(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=178/698, 2-3=287/796, 3-5=1664/1468, 5-0=1489/1504, 6-7=1504/1508, 7-9=1664/1468, 9-10=287fJ89, 10-11=178/690 BOT CHORD 1-20=588/208, 19-20=-574/253, 17-19=574/253, 15-17=1126/1639, 13-15=580/208, 12-13=580/208, 11-12=-080/208 WEBS 2-20=640/362, 3-19=1699/1169, 3-17=-435/1546, 6-17=340/282, 6-15=-340/282, 9-15=-432/1567, 9.13=1685/1166, 10-12=648/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=58ft; eave=7ft Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-10-0, Interior(1) 5.10-0 to 23-", Exterior(2R) 23-0-0 to 31-3-0, Interior(1) 31-3-0 to 35-", Exterior(211) 35.4-0 to 43-7-0, Interior(1) 43.7-0 to 58-4-0 zone; cantilever left and right This item has been 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 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpIBS Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. ' document are not considered 6) 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, with BCDL = IO.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 20, 969 lb uplift at signature must be verified joint 19, 935 lb uplift at joint 13 and 586 lb uplift at joint 12. on any electronic copies. Philip J.O'RegaoPE No.59126 MTTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL $3610 Date: April 20,2021 ®WARNING - Verify design parameters and REND NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e 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 thus web and/or chord members only. Additional temporary and permanent bracing ivi iTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Crlter/n, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Gain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606303 77419 A8 HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:35:53 2021 Page 1 ID:OkKXHNy VjFAMZhTfyGgAzefAz-RzUHy7jxNfookRthjl oLs9MaKMKnOT03ZMLuk2zQBv4 i 2-0-0 12-4.0 Wo + 25-0-0 i 334-0 3&8-0 4640 24.0 10-0.0 6-0-0 6d-0 8.4-0 fr4-0 6-0-0 4x5 = 4.00 12 6x8 = 6x8 = 21 34 20 19 35 36 18 17 37 16 3a 15 — 14 4U ' 13 6x8 = 4x6 = 44 = 46 = 4xB = 46 = 6xB = Scale=1:99.8 4x5 = 24-0 584 -0 12-4-0 2.r40 334-0 , 48-0-0 i 564-0 fi8rq-0 12-0-0 2-M 1040 12.6-0 84L0 1&6-0 10-0_0 6 0 4-0 2-0-0 Plate Offsets (X Y)— [2:0-1-5 2-2-01, [6:0-5-4,0-3-01, [71:0-1.5,2-2-0), [14:0-3-8,0-3-12), [20:0-3-8,0-3-121 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in Qoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.25 14-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2020fiP12014 Matrix -MS Wind(LL) 0.29 13-14 >419 240 Weight: 383 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-20, 6-18, 6-16, 7-16, B-14 REACTIONS. Al bearings 0-8-0. (lb) - Max Horz 21=282(LC 10) Max Uplift All uplift 100lb or less at joints) except 21=701(LC 12), 20=-927(LC 12), 14=-895(LC 12). 13=627(LC 12) Max Grav All reactions 250 lb or less at joints) except 21=610(LC 21), 20=2010(LC 17), 14=1982(LC 18), . 13=611(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=100/745, 2-3=291/872, 3-5=275/1091, 6-6=1599/1605, 6-7=1466/1561, 7-8=1588/1675, 8-10=277/1074, 10-11=293/853, 11-12=-1021729 BOT CHORD 1-21=650/188, 20-21=665/208, 18-20=1137/1284, 16-18=1037/1565, 14-16=1060/1150,13-14=-635/190,12-13=-635/190 WEBS 2-21=7961440, 3-20=584/641, 5-20=1576/663, 5-18=0/590, 8-16=01694, 8-14=1573/59B, 10-14=-580/645, 11-13=808/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=58ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to r10.0. Interior(1) 5-IG-0 to 25-0-0, Extedor(2E) 25-0-0 to 334-0, Exterior(2R) 334-0 to 41-7-0, Interior(1) 41-7-0 to 584-0 zone; cantilever left and right exposed ; porch left and This item has been right exposed;C-C for members and forces t3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Designer / Project for live load loading electronically signed and Building engineer responsible verifying applied roof shown covers rain requirements specific to the use of this truss component sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COp1eS Of this 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 document are not Considered will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 701 lb uplift at joint 21, 927 lb uplift at signed and sealed and the joint 20, 595lb uplift at joint 14 and 627 lb uplift at joint 13. signature must be Verified on any electronic copies. Philip J.O'Regan PE 1,19.56126 MITek USA; Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parametere and properly incorporate this design into the overe0 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 Quality Crltdrle, OSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 38610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23806304 77419 A9 HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:35:56 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-rY9Qa9mpgaANbvcFPSL2Uc 6pZl?DmgVGKaZLNzQBv1 2-4-0 12-4.0 1943.0 27-0.0 31-4-0 i 3tL8.0 i _ 46-0-0 56-0-0 r 2h-0 10A-0 T-0-0 7.4.0 44-0 Scale = 1:99.8 4.00 12 &B = 6xB = 6 30 31 7 21 34 20 1935 36 18 1737 16 38 3915 14 4U 13 4x5 = 6x8 = 4x6 = 4x4 = 4x8 = 4x6 = 6xB = 4x5 = 6xe = 24-0 SB4.0 i 2-0-0 12.4-0 i 27.0.0 31v1.0 46-M 56-0-0 56rq-0 2-0-0 ta-00 14-8-0 44-0 14-8-0 10-0-0 a 0-" 2-0-0 Plate Offsets (X Y) - 12:0-1-5,2-2-0], [6:0-5-1,0-3-0], [11:0-1.5,2-2-0], [14:0-3-8,0-3.12],120:0-3-8,0-3-12] LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deb Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.44 18-20 >916 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.71 18-20 >571 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.78 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Wind(LL) 0.29 13-14 >413 240 Weight: 389lb Fr=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 cc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-20, 6-18, 6-16, 7-16, 8-14 REACTIONS. Al bearings 0-8-0. (Ib) - Max Harz 21=-304(LC 10) Max Uplift All uplift 100 lb or less at jolnt(s) except 21=-705(LC 12), 20=923(LC 12), 14=-888(LC 12), 13=633(LC 12) Max Grav All reactions 250lb or less at joints) except 21=601(LC 21), 20=2038(LC 17), 14=2013(LC 18), 13=604(1-C 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=89/758, 2-3= 285/881, 3-5=27111106, 5-6=1547/1524, 6-7=1409/1507, 7-8=1545/1516, 8-10=277/1099, 10-11=291/873, 11-12=941753 BOT CHORD 1-21=659/182, 20-21=-680/193, 18-20=1157/1332, 116-18=920/1492, 14-16=-1101/1193, 13-14=655/188, 12-13=655/188 WEBS 2-21=-835/429, 3-20=-590/650, 5-20=16021641, 5-18=0/455, 6-18=1091254. 8-16=0/463, 8-14=-1603/599, 10.14=585/651, 11-13=-846/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=58ft; save=7ft; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0.0 to 5-10-0, Interior(1) 510-0 to 27-0-0, Exterior(2E) 27-0-0 to 31-4-0, Extedor(2R) 31-4-0 to 39-7-0. Interior(1) 39-7-0 to 58.4-0 zone; cantilever left and right exposed; porch left and This [tam has been right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 for load loading electronically signed and 3) Building Designer / Project engineer responsible verifying applied roof live shown covers rain requirements speck to the use of this truss component sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this p 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 document are not Considered will fit between the bottom chord and any other members, With BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 705 lb uplift at joint 21, 923 lb uplift at signed and sealed and the joint 20, 888lb uplift at joint 14 and 633 lb uplift at joint 13. signature must be Veritled ' on any electronic copies. Philip J. O'RegaoPE No.58126 - MiTek.UBA; Inc: FLIIerl 6634 6904 Parke East Blvd, Tampa.FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 511912020 BEFORE USE, Design valid for use only with Mr rek® connectors. This design is based only upon parameters shown, and is for an individual building opmponem not a truss system. Before use, the building designer must vedly, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUM11 Qualify CNferia, DSB-69 and BCS1 Building Component 69M Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD M601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lad/ Q59429 T23606305 77419 AA HIP 2 1 Job Reference o Uonat Chambers Truss, Fort Pierce, FL- 34t36z, t1.43U s Mar zz zuzl MI I eK inausines. unc. rn mpr 10 umoomi, zud I rage -I ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-JkjooUmRRUED3BSyssHIrWGOzjNyFfeU J6tpzQBvO 29-4-0 12-4.0 18.4-0 20.8-0 2&PO 29" 37$0 46-0.0 Iraq 564-0 , 2-0-0 111-0-0 B-q-O 84-0 0- 8.4-0 8-0-0 10.0-0 2� n-o Scale=1:89,8 5x6 = 4.00 12 I� 4xb = 3x8 11 44 = 44 = 4x6 = 4x8 = 44 = 4x6 = 3x8 11 4x5 = 2-4-0 294-0 58-0-0 2-M , 12-4-0 20.8-0 294)-0 29i7-0 37.8-0 i 46-0-0 - - - -0 2-D-0 10-M tW-0 8-0-0 B-0-0 Bh-0 10-0-0 . 0-0-0 0-2-0 24)-0 Plate Offsets (X Y)— 12:0-1-5,2-2-01, [10:0-1-5,2-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.26 12-13 >462 240 MT20 244/190 TCDL 10.0. Lumber DOL 1.25 BC 0.64 Vert(CT) -0.15 15-16 >999 240 BCLL 0.01 * Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix MS Weight: 383 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 ac puriins, BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16, 7-16 REACTIONS. All bearings 0-8-0. (Ib) - Max Hoe 21=327(LC 10) Max Uplift Ali uplift 100 lb or less at joints) except 21=-682(LC 12), 20-946(LC 12), 13=912(LC 12), 12=610(LC 12) Max Grav All reactions 250lb or less at joints) except 21=669(LC 23), 20=1895(LC 17), 13=1874(LC 2), 12=669(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=190/693, 2-3=340/831, 3-5=159611431, 5-6=1499/1431, 6-7=1499/1428, 7-9=1622/1436, 9-10=-340/823, 10-11=190/686 BOT CHORD 1-21=-611/236, 20-21=635/329, 18-20=635/329, 16-18=101111615, 15-16=979/1446, 13-15=606/236, 12-13=-6061236, 11-12=606/236 WEBS 2-21=723/453, 3-20=1686/960, 3-18=420/1510, 5-18=-400/368, 5-16=25W303, 7-16=-269/305, 7-15=-400/367, 9-15=-417/1524, 9-13=-1667/958, 10-12=-734/426, 6-16=340/491 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf, h=15f; B=45ft; L=58ft; eave=7ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 040-0 to 5-10-0, Interior(1) 5-10.0 to 29-2-0, Extedar(2R) This item has been 29-2-0 to 37-8-0, Interior(1) 37-8-0 to 58-4-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members electronically signed and 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 sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 5) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not Considered will fit between the bottom chord and any other members, with BCDL = I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb uplift at joint 21, 946 lb uplift at signed and sealed and the joint 20, 912 lb uplift at joint 13 and 610 lb uplift at joint 12. Signature must be verified on any electronic copies. Philip J. Regan PE Np.68126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 511912020 BEFORE USE. �� Design valid for use ody with WNW connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing Welk' 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 ANSUTPII Quality Crfteda, DS849 and BCSI BWId/ng Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Scale=1:80.3 Jab Truss Truss Type Qty Ply Winn Lori / Q59429 T23606306 77419 AG HIP 1 1 Job Reference (optional) LmamoerS truss, ran Nierce, rL- 3496Z, o au s Mar LL euzi MI iex rnauutnes, Inc. rn Apr -io uo:0a:0y Luz i rage I ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-G7rYCAohzVZySMKg4Hv16GcbNnRHQ4AxyloDyizOBv_ i 84-11 7-0-0 12-0-0 19-0-0 25-9-15 32.6-1 394-0 46-0-a 2.4-0 5-0-0 5-0-0 6-a-0 6.9-05 6-8.3 6-9.15 4.00 12 5x8 MT18HS = 3x4 II 6 7 3x10 = 5x6 WB = 50 = 26 8 9 10 27 21 29 20 19 18 17 30 t6 15 J1 14 32 73 33 1234 4x5 = 3x4 11 3x4 11 6x8 = 4x6 = 3x8 = 3x10 = 3x6 = 3x4 11 08 = 5x6 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FISC2020ITP12014 CSI. TC 0.62 BC 0.49 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.11 14-16 >999 360 -0.20 14-16 >999 240 -0.06 12 We n/a 0.32 14-16 >999 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight. 269lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-8 cc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-2 cc bracing. 5-19: 2x6 SP No.2, 11-12: 2x4 SP M 30 WEBS 1 Row at micipt 6-16, 9-16, 9-13, 11-13 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 5-17 REACTIONS. (size) 21=0-8-0, 19=04I-0, 12=Mechanical Max Horz 21=217(LC.12) Max Uplift 21=-347(LC 12), 19=1988(LC 12), 12=-1259(LC 12) Max Grav 21=374(LC 23), 19=2261(LC 2), 12=1419(LC 24) FORCES. (,b) - Max Comp./Max. Ten. - All forces 260 (ib) or less except when shown. TOP CHORD 1-2=274/163, 3.5=1094/639, 5-6=107312209, 6-7=1690/3553, 7-9=169013553, 9-10=-1239/2687, 10-11=1357/2747, 11-12=1310/2564 BOT CHORD 1-21=122/273, 17-19=563/1010, 16.17=1978/950, 14-16=3565/1793, 13-14=-3565/1793 WEBS 2-21=-274/293, 3-20=-524/192, 3-19=523/1108, 5-19=1801/3320. 5-17=3523/1807, 6-17=-727/1086, 6-16=196B/1024, 7-16=-433/483, 9-16=-149/308, 9-14=-7601354, 9-13=-816/1457, 10-13=-409/172, 11-13-2855/1404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf h=15ft; B=45ft; L=46ft; eave=6ft; Cat 11; Exp C; End., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-" to 4-7-10, Interior(1) 4-7-10 to 19.0-0, Exterior(211) This item has been 19-0-0 to 25-9-15, interior(1) 25.9-15 to 394-0, Extehor(2R) 39-4-0 to 45-10-10, Interior(1) 45-10-10 to 46-2-4 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip electronically signed and DOL=1.60 sealed by ORegan, Philip, PE 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies Of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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. Signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members, With BCDL = 10.Opsf. On any electronic copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 21, 1988 lb uplift at Philip J.OReganPE No.56126 joint 19 and 1259 lb uplift at joint 12. MiTak USA, Inc. FL Cert 6634 6904 Parke East Blvd; Tamps FL 33010 Date: April 20,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. , Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlorchord 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 ANS111P11 Duo1hy Crft4Na, DSa-89 and SCSI aurtdTng' Component 6904 Parke Fast Blvd. Safefy information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 38610 ., � +.. ��. . . �, .. -. , . _ . r ., .. .. .._ .,� Jab Truss Truss Type Qly Ply Winn Lod/ Q59429 T23606307 77419 B HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL- 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:36:00 2021 Page 1 ID:Ok[MNyVjFAMZhTfyGgy5jzefAz-kJPxQWpKkohp4Wv1 a?Q_fTBmBBnS9d15AyYmT8zQBuz 2-0-0 9 0-0 121 2D-2-0 28.0.0 35 D•0 2 4 0 6 8 0 3-4 D 7-10.0 7-10-0 7-0-0 4.00 12 4xB = 2x3 I I 22 23 6x10 = 3x6 = 6 624 25 5x6 = Scale=1:59.5 3x4 = 2x3 II 4x4 = 6x10 = 34 _ 2x3 II 3x6 — 4x10 = 5x6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14,8-9: 2x4 SP M 30 CSL DEFL. In (too) 1/defi Lid PLATES GRIP TC 0.61 Vert(LL) 0.31 10-12 >875 240 MT20 244/190 BC 0.49 Vert(CT) -0.15 12-14 >999 240 WB 0.59 Horz(CT) -0.04 9 We n/a Matrix -MS Weight: 175 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 44-0 oc bracing. WEBS 1 Row at midpt 6-14, 6-10, 8-10 REACTIONS. (size) 16--0-8-0, 14=0-5-0, 9=Mechanical Max Horz 16=75(LC 11) Max Uplift 16=344(LC 12), 14=1601(LC 12), 9=767(LC 12) Max Grav 16=371(LC 21). 14=1643(LC 1), 9=792(LC22) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4631351, 3-4=1417/684, 4-6=1417/684, 6-7=1183/2835, 7-8=1315/2867, 8-9=724/1397 BOT CHORD 15-16=263/93,14-15=309/517, 12-14=2254/1073, 10-12=2254/1073, 9-10=568/234 WEBS 2-16=324/162, 2-15=-339/753, 3-16-657/206, 3-14=-634/1562, 4-14=384/427, 6-14=-1882/4141, 6-12=-866/312, 6-10=495/133, 7-10=-442/162, 8-10=2147/959 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-6-0, Intedor(1) 3-6-0 to 9-0-0, EXterlor(2R) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 28-M, Ederior(2R) 28-0.0 to 32-11-6, Interior(1) 32-11-6 to 34-10-4 zone; cantilever left 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) Provide adequate drainage to prevent water ponding. 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 2-041 Wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 16,1601 lb uplift at joint 14 and 767 lb uplift at joint 9. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No,66126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL $3610 Date: April 20,2021 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-74T3 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 vedly the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent 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 ANSIyrPlf quality criteria, DSO-89 and BCSI Building component 6904 Parke East Blvd. Safety Inromradon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Winn Lori 1059429 T23606308 77419 B1 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. b 2.3 II ca uu ur 6x8= w is 3x4 = 4x8 = 4x6 = 4x8 = 3x6 _ 3x4 = 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:36:01 2021 Sx6 = 4x6 — 20 11 4x8 = 4.00 r12 4 5 23 24 6 25 28 7 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Excepr 10-12: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 9-10: 2x4 SP M 30 Scale=1:61.3 I 7x8 MT18HS = CSI. DEFL. in (too) Ildefl L/d PLATES GRIP TC 0.43 Vert(LL) 0.5910-11 >455 240 MT20 244/190 BC 0.74 Vert(CT) -0.27 10-11 >999 240 MT18HS 244/190 WB 0.86 Horz(CT) -0.02 10 n/a n/a Matrix -MS Weight 184 Ip FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. WEBS 2 Rows at 113 pts 5-13 REACTIONS. (size) 17=0-8-0, 15=0­8.0, 10=Mechanical Max Horz 17=93(LC 11) Max Uplift 17=334(LC 12), 15=-1615(LC 12), 10=-763(LC 12) Max Grav 17=381(LC 21). 15=1657(LC 1), 10=796(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=256/157, 4-5=-1190/601, 5-6=763/1702, 6-7=763/1702, 7.8=115712625, 8-9=222/665, 9-10=184/351 BOT CHORD 1-17=120/254, 15.16=-457/1079, 13.15=601/1395, 11-13=2359/1065, 10-11=2306/1137 WEBS 2-17=288/319. 3-16=279/355, 4-16=13261523, 4-15=-44211029, 5.15=1105/2050, 5-13=3326/1517, 6-13=451/468, 7-13=370/1022, 7-11=-993/325, 8-1 0=-1 105/1967 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=3.Opsf; h=15ft; B=45ft; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-6-0, Interior(1) 3-&0 to 11-", Exterior(2R)11-0-0 to 15-11-6, Interior(1) 15.11-6 to 26.0-0, Extedor(2R) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 34-10-4 zone; cantilever left 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 24)-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift atjoint 17, 1615 lb uplift at joint 15 and 763 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.ORegan PE No.58126 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd, Tampa FL 33610 Dater April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. r 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 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 M� �i k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1T fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Qud/ly CrUerfa, OSB-89 and SCSI Sulfftg Component 6904 Parke Fast Blvd. Safely /nforma0on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23806309 77419 B2 ROOF SPECIAL 1 1 Job Reference (optional) UnamDers I cuss, t-on werce, M - 64UOZ, o.vou s mar cc tuc mr r en uwusms, urc. nr rW' ray. i ID:OkKXHNyVjFAMZhTfyft5jzefAz-Bu432YrC1j3Ox ecJ7zhG6mFCOihMuNXtwmQ4TzQBuw 2-00 7-0-0 12: 114-0-0 1&6.0 22-8040.45 46-0-0 i 240 5-0-0 5-0-0 2-0-0 V. 4-2-0 5 4-0 fi-03 6-0.3 fr3.11 Scale=1:80.4 7x8 MT18HS = 3x4 11 5x8 MT1 BHS = 4.00 12 3x4 II 4 5 28 29 630 31 7 5x12 MT18HS = 22 36 21 37 20 38 19 18 39 40 41 42 17 16 15 14 43 13 46 = 3x4 II 6x8 = Sx10 = 46 = 5x8 = 46 = 3x6 — 3x8 = 3x4 II 6xB = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 1.00 17-18 >405 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.46 17-18 >890 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) -0.06 13 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -Ms Weight: 2551b FT = 20 Yo LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purling, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 20 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 2-5-5 oc bracing. 5-20,7-17,10-13: 2x4 SP M 30 WEBS 1 Row at midpt 5-18, 7-17, 10-15, 10-13 REACTIONS. (size) 13=Mechanical, 22=0-8-0, 20=041-0 Max Horz 22=161(LC 12) Max Uplift 13=1067(LC 12), 22=527(LC 22), 20=-2808(LC 12) Max Grav 13=1106(LC 22), 22=354(LC 9), 20=2852(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=320/175, 2-3=2914/1447, 3-4=-4537/2114, 4-5 4435/2075, 7-8=2437/5330, 8-9=2409/5077, 9-10=2409/5077 BOT CHORD 1-22=-1341317, 20-21=1355/2683, 18-20=1115/2483, 17-18=-1562(774, 15-17=48B4/2209,14-15=-3656/1731,13.14=3656/1731 WEBS 2-22=1070/594, 2-21=128012598, 3-21=1078/375, 3-20=843/1893, 4-20=-247/360, 6.20=-2278/4999, 5-18=-401711736, 6-18=286/308, 7-18=1157/2294, 7-17=-4624/2014, 8-17=-1188/2139, 8-15=3241242, 9-15=372/362, 10-15=1611/769, 10-14=-747/273, 10-13=1915/4047 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=3,OpsF h=15ft; B=45ft; L=46ft; eave=6ft; Cat. II: Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-7-10, Interior(1) 4-7-10 to 14-4-0, Exterior(2R) This item has been 14-4-0 to 18-11-10, Interior(l) 18-11-10 to 22-8-0, Exterior(21R) 22-8-0 to 27-3-10. Intedor(1) 27-3-10 to 46.2-4 zone; cantilever left electronically signed and 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 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise Indicated, 6) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. Signed and Sealed and the 7) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1067 lb uplift at joint 13, 527 lb uplift at Philip J.ORegaDPE Nq.58126 joint 22 and 2808 Ib uplift at joint 20. MiTek USA, Inc. FL Carl 6634 8904 Parka East Blvd, Tampa FL 33610 Date: April 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use orgy with MTek,6 connedms. This design is based only upon parameters shown, and Is foran 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 huss web andfor chord membem only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVVII Quoilty Crfteds, DS849 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 Q1y Ply Winn Lori / 059429 T23606310 77419 B3 ROOF SPECIAL 1 1 Job Reference (optional) t:namoors truss, rOrEMOM%I'L-64VOZ, O.MdVAlY1tlI GGGVGI rvu,cnumuauloa,ni�. �u..l+l 1 NU�-Z ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-rAORGusgolBEZ8DotgvwpJJPho8K5g5a% CVZQBUV 2.4.0 7-4-11 12-0-0 16-0-0 20-8-0 2rr0-0 32-M 39-0.5 464-0 2�-0 5-0-0 SfiA 4-0-0 4.40 Sd0 6-8.3 6-11-11 22 .0 21 4x5 = 3x4 11 3x4 11 4.00 12 6x8 = 5x6 — 5x8 MT18HS = 6 7 28 3x4 II 5 20 33 3419 35 36 18 7x10 = 5x8 WB= 5x10 = 37 17 3x5 = 4x8 = 5x6 WEI= 3x4 II 9 11 16 15 46 = 3x4 11 14 38 412 = Scale-1:81.8 44 = 1 12 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 Csl. TC 0.71 BC 0.56 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wtnd(LL) In (loc) I/defi Lid -0.18 15-17 >999 360 -0.35 15.17 >999 240 -0.10 13 n/a n/a 0.56 15-17 >725 240 PLATES MT20 MT18HS Weight: 2561b GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 2-8-8 oc bracing. 12-13,8-18,12-14,6-20: 2x4 SP M 30, 5.20; 2x6 SP No.2 WEBS 1 Row at midpt 6-18, 9-14, 12-14, 6-20 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=Mechanical, 22=0.8-0, 20=0-8-0 Max Herz 22=197(LC 12) Max Uplift 13=1216(LC 12), 22=-209(LC 12), 20=-2169(LC 12) Max Grav 13=1334(LC 24), 22=301(LC 21), 20=2417(LC 2) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=739/363, 2.3=-691/402, 35=1788/992, 5.6=1686/985, 6-7=1143/2446, 7-8=124412499, 8-9=-2524/5106, 9-11 =1 926/3817, 11-12=1925/3817, 12-13=1225/2326 BOT CHORD 1-227-335/740, 21-22=360/512, 20-21=360/512, 18-20=-603/321, 17-18=-5076/2512, 15-17=5413/2723, 14-1 5=-5413/2723 WEBS 3-21=5711206, 3-20=-653/1344, 5-20=283/332, 6-18=2977/1406, 7-18=-463/163, 8-18=1682/3413, 8-17=-812/319, 9.17=260/410, 9-15=717/268, 9-14=-923/1850, 11-14=-431/426, 12-14=-4302/2171,6-20-1987/3861 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=46ft; eave=611; Cat. This item has been 11; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 040-0 to 4-7-10, Interior(1) 4-7-10 to 164-0, Exterlor(2E) electronically signed and 16-4-0 to 20.8-0, Exterior(2R) 20-8-0 to 25-0-10, Interior(1) 25-3-10 to 46-2-4 zone; cantilever left 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 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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. Signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other -members, with BCDL=10.0psf. On any electronic Copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1216 lb uplift at joint 13, 209 lb uplift at Philip J.O'ReganPE No.58126 joint 22 and 2169 lb uplift at joint 20. MiTak USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component not a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requlred 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 ANS111 PH QuaOty Cr/tor/a, DS849 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 Winn Lori / 059429 T23608311 77419 B4 ROOF SPECIAL 1 1 Job Reference (optional) Chamber; Truss, Fort Pierce, FL-34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:36:05 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-4HCgTDtSZU5BHo QY09MXSYUCTegoOgKEFXBLzOBuu 24.0 7-4-0 12-0-0 166.0 , 24-" 31-15 38-2-11 45-0-0 4&MO 2-0-010-0 - Scale-1:86.1 4.00 FIT 54 = 4x10 5x12 MT18HS = 29 3x5 = 5xB MT18HS = II r 23 3L 22 21 2V 19 10J4 17 16 10 14 *q d0 13 05 = 3x4 II 3x4 II 6x8 =3x5 5x10 = 3x4 II 3x8 = 3x8 = 6x8 = 3x6 = 3x6 = 2-" 2-" 74-0 12-0-0 i&60 24.0-0 31-iS 3d-2-11 i 46-4-0 i M-0 5 40 5-0-0 6.2-0 5�0 7-1-5 7-13 &13 04-0 Plate Offsets (X,Y)— [9:0-4-0,Edge), [11:0-4-0 0-2-3], [14:0.3-8,0-1-81 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 0.83 Vert(LL) 0.53 13-14 >773 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.261&17 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) -0.07 13 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Weight: 259 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5.3 cc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. 5-21: 2x6 SP No.2, 11-14: 2x4 SP M 30 WEBS 1 Row at midpt 7-19, 7-16, 10-16, 11-14 2 Rows at 113 pts 5-19 REACTIONS. (size) 23=0.8-0, 21=D-8-0, 13=Mechanical Max Horz 23=217(LC 12) Max Uplift 23=253(LC 12), 21=-2110(LC 12), 13=1231(LC 12) Max Grav 23=337(LC 21), 21=2183(LG 1), 13=1257(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=583/277, 2-3=515/303, 3-5=1593/837, 5-0=-747/1690, 6-7=-761M692, 7-8=2243/4803, 8-10=2243/4803, 10.11=172813766 BOT CHORD 1-23=239/581, 22-23=265/329, 21-22=265/329, 19-21=747/1483, 17-19=-4016/1843, 1&17=.4039/1847,14-16=-3745/1728,13-14=520/252 WEBS 2-23=258/196, 3-22=-600/216, 3-21=579/1305, 5-21=-1799/3448, 6-19=-3630/1703, 6-19=680/227, 7-19=152213276, 7-17=716/253, 7-16=913/482, 8-16=-447/431, 10-16=-12991611, 10-14=779/1139, 11-14=3828/1752, 11-13=128012406 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft-, L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0.0 to 4-7-10, Interior(1) 4-7-10 to 18-6.0. Extedor(2R) 18-6-0 to 23-1-10, Intedor(1) 23-1-10 to 45-4-0. Extedor(2E) 45-4-0 to 46-2-4 zone; cantilever left exposed; porch left and right This item has been exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project for live load loading electronically signed and engineer responsible verifying applied roof shown covers rain requirements specific to the use of this truss component sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature, 5) All plates are MT20 plates unless otherwise indicated. Printed COp18S OP this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` document are not considered 7) This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. Signed and Sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253lb uplift at joint 23, 2110 lb uplift at on an electronic 125. y copies. joint 21 and 1231 lb uplift at joint 13. Philip J. VRegan PE No.58126 MITek USA, Inc. FL.Cert.6634 8904 Parke East Blvd: Tampa FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with Mi r" connectors. This design is based only upon parameters shown, and is for an Individual building component, not , a Was system. Before use, the building designer must verify the applicability ofdesign parameters and property incorporate this design into the overan building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing Mire le- 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 AyS11TP11 Qua/4 Criteria, OSS49 and BCSI Building Component 6904 Parke Fast Blvd. Safetytnformadon available from Truss Plate Institute, 2670 Crain IfIghway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / 059429 T23608312 77419 B5 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 Mrrek Industries, Inc. Fri Apr 16 08:36:07 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-1 fKauvuj4yZpQbyNYz2dRyxuO?9vijR7nYleDEzQBus 2-0-0 7.4-0 12-4.0 186-0 22-0-0 29-1-15 SB-2.1 5.0-0 6.2-0 3-6-0 7-1-16 4.00 f 12 7x8 II 3x4 II 4x12 = 5x12 MT18HS = 30 11 5x8 MT18HS = Sz8 = Scale=1:83.3 22 31 21 20 °L la as 18 17 1O 15 J° 14 13 4x5 = 3x4 f l 3x4 11, 7x10 = 5x8 WB = 46 = 3x8 = 3x4 11 4x12 = 4x6 11 3x6 = LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.87 BC 0.57 WB 0.92 Matrix -MIS DEFL. Vert(LL) Vert(CT) Horz(CT) Wfnd(LL) in (loc) I/deft. Ud -0.26 18-20 >999 360 -OA3 18-20 >951 240 -0.08 13 n/a n/a 0.72 18.20 >562 240 PLATES MT20 MT18HS Weight: 266 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-5 cc pudins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-10 oc bracing. 5-20: 2x6 SP No.2, 6-20: 2x4 SP M 30 WEBS 1 Row at midpt 6.20, 7-17, 10-14, 12-14 OTHERS 2x4 SP No.3 2 Rows at 1/3 pis 6-18 REACTIONS. (size) 22=0.8-0, 20=0-8-0, 13=Mechanical Max Horz 22=217(LC 12) Max Uplift 22-293(LC 12), 20=-2057(LC 12), 13=1243(LC 12) Max Grav 22=364(LC 23), 20=2311[LC 2), 13=1357(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-450/229, 2-3=-380/250, 3-5=12381727, 5-6 =-11001727, 6-7=1750/3603, 7-8=2128/4331, 8-10=2128/4331, 10-11 =740/1626,11-12=794/1664, 12-13=1335/2774 BOT CHORD 1-22-196/452, 21-22-273/184, 20-21-273/184. 18-20=-1513/752, 17-18=-3251/1599, 15-17=3776/1862,14-15=-3776/1862 WEBS 2-22=-2631224, 3-21=-447/162, 3-20=516/1067, 5-20-3821440. 6-20=1991/3712, 6-1 8=3621/1772, 7-18=-1194/2144, 7-17=12491677, 8-17=-450/441, 10-17=-6391332, 10.15-824/300, 10-14-1397/2766, 12-14=2683/1278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3,Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. This item has been 11; Exp C; Encl., GCpi�.1B; MWFRS (directional) and C-C Ectedar(2E) 0-0-0 to 4-7-10,1nterlor(1) 4-7-10 to 18-6-0, Exterior(2E) electronically signed and 18.6-0 to 22-0.0, Interior(1) 22-0-0 to 43-4-0, Exterior(2E) 43-" to 46-2-4 zone; cantilever left 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 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature, to the use of this truss component. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 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. signed and sealed and the 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 signature must be verified will fit between the bottom chord and any other members, with BCDL=10.Opsf. On any electronic Copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 22, 2057 lb uplift at Philip J. O'ReganPE No.58126 joint 20 and 1243 lb uplift at joint 13. Mi7ek USA, Inc. FL Cert 8634 6904Parke East Blvd: Tampa FL 33610 Date: April 20,2021 ® 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 MIT00 connectors. This design is based only upon parameters shown, and is for an individual bulding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent budding 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 ANSMI Quality Cdterfe, DS8-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety information available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606313 77419 B6 ROOF SPECIAL 1 1 Job Reference (optional) cnemoers I cuss, ron Merce, rl_ - s4soz, 0.•wu s rwar ac -r4 r ,wr , 0n mwa0,oa, 11, rw, , '"o , ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-Vnry5FvLrGhg21WZ6gZszgU1DP W61 BNGOCUBIgzOBur i 2-0-0 7-4-0 12-4-0 i 18.6-0 20-0A, 27-1-15 34.2-1 41.4-0 46-0-0 2-0-0 5-0-0 5-0-0 6-2-0 1-0.0 7.1-15 7-0-3 7-1-15 5.0-0 4.00 12 7x8 = 3x4 11 5x8 = 3x5 = 5x6 WB = 3x4 II 6 7 R — in Scale=1:83.3 5x8 MT18HS = 11 N Q 22 at 21 20 az 1s as 18 V- J0 17 a0 10 15 ar ae 14 13 4x5 = 3x4 II 3x4 II 7x10 = 4x6 = 5xe = 3x5 = 4x6 = 3x10 = 3x5 = 46 II 2-0-0 740 124-0 20-0.0 Y7-1-75 7-1.15 aa-z-r 7.0.3 .1—U 7-1-15 Plate Offsets (X Y)— [7.0-5 4 0-3.4] (9.0-3-0Edae] f11.0-5.4 0-2-8]fl2.0-2-0 0-1-121 [13:Edge 0-3-8] LOADING (psi) SPACING- 24)-0 CS1. DEFL. in (loc)' Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.13 16-17 >999 360 MT20 244/190 TCDL 10,0 Lumber DOL 1.26 BC 0.51 Vert(CT) -0.24 15-17 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) -0.07 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.38 15.17 >999 240 Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 5-20: 2x6 SP No.2, 6-20: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 22=0-8.0, 20=0-8-0, 13=Mechanical Max Horz 22=217(LC 12) Max Uplift 22=315(LC 12), 20=-2029(LC 12), 13=-1250(LC 12) Max Grav 22=371(LC 23). 20=2331(LC 2), 13=1416(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=364/205, 2-3=285/219, 3-5=1202f712, 5-6=-1063/713, 6-7=1332t2678, 7-8=1942/3845, 8-10=1879/3793, 10-11=1879/3793, 11-12=1150/2289, 12-13=1351/2637 BOT CHORD 1-22=164/365, 21-22=250/103, 20-21=250/103, 18-20=1654/848, 17-18=-2373/1218, 15-17=372611942. 14-15=2086/1043 WEBS 2-22=271/258, 3-21=-509/185, 3-20=539/1124, 5-20=-3781438, 6.18=308511602, 7-18=1219/2121,7-17=-1752/946,8-17=-4241396,10-15= 444/462,11-15=-2055/1082, 11-14=-663/996, 12-14=2736/1371, 6-20=2108/3879 NOTES- 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 4-10-4 oc purlins, except end verticals. Rigid ceiling directly applied or 35-10 oc bracing. 1 Row at midpt 6-18, 7-17, 8-15, 11-15, 12-14, 6-20 2) Wind: ASCE 7-16; Vult—l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD L=3.0psF, h=1511; B=45ft; L=46ft; eave=6ft; Cat This item has been II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) 04).0 to 4-7-10, Interior(1) 4-7-10 to 18.6-0, Exterior(2E) left electronically signed and 18-6-0 to 20-0-0, Interior(1) 20-0-0 to 41-4-0, Extedor(2E) 41-4-0 to 46-2-4 zone; cantilever left exposed; porch and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific, using a Digital Signature. to the use of this truss component Printed copies of this 4) Provide adequate drainage to prevent water ponding. Al plates are MT20 plates unless otherwise indicated. 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. Signed and sealed and the 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 signature must be Verified will fit between the bottom chord and any other members, with BCDL=10.Opst On any electronic copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 22, 2029 lb uplift at Philip J.O'Regan PE No.58126 joint 20 and 1250 lb uplift at joint 13. Mt7ek USA, Inc: FL Cart 6634 6904 Parke East 8tvd. Tampa FL 33610 Dale: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II.7473 rev. 5119/2020 BEFORE USE.�� Design valid for use only with MITekO connectors. This design's based only upon parameters shown, and Is for an Individual building component, not a truss system rs Before use, the building designer must verify the applicability of design parameteand properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual truss web andfor chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM1 Quality Marla, DS190 and BCSf BUAding Component 6904 Parke Fast Blvd. Safety lnfanna0on avallable from Truss Plate Institute, 2670 Creln Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lod / 059429 T23606314 77419 C Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL.- 34952, u.4JU S mar zz zuzl Nil I eK mGUSUIGS, Inc. rn Apr 70 uo:3o: lu zuz'I rage -I ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-RE7jWxwbNtxOH3gyD5bK3aZ (iDGNV8FZUWzlgZzQBup 2-0-0 9.0-0 13-0-0 19-8-D 22-0 0 2 4 0 .6.8-0 4-" - — 6.8 0 2-4-0 A-nn 30 = 3x6 II 4xB = 4x5 = 4x4 — wxo — axe II Scale=1:37.2 LOADING (psf) TCLL 20.0 TCDL 10.0 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 0.35 BC 0.20 WB 0.65 Matrix -MS DEFL. in Vert(LL) -0.05 Vert(CT) -0.10 Horz(CT) 0.01 Wind(LL) 0.04 (loc) Well Ud 7-8 >999 360 7-8 >999 240 7 n/a RIB 8-9 >999 240 PLATES GRIP MT20 244/190 Weight 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 11=0-8-0, 7=0-8-0 Max Horz 11=71(LC 11) Max Uplift 11=528(LC 12), 7=-425(LC 12) Max Grav 11`-880(1-C 1), 7=880(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=252/33, 23=978/723, 3-4=862/711, 45=980/697, 5-6=251/50 BOT CHORD 8-9=547/860 WEBS 2-11=767/879, 2-9=-6711766, 5•8=729f765, 5-7=-765/862 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2E) 9-0-0 to 13.0-0, Extedor(2R)13-0-0 to 17-2-15, Intedor(1) 17-2-15 to 22.0.0 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. This item has been 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-" Wide bottom electronically signed and will fit between the chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528lb uplift at joint 11 and 425 Ib uplift sealed by Megan, Philip, PE atjoint 7. 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. Philip J.O'ReganPE No.68126 MiTek USA, Inc. FL Cart 6634 69134 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ®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 MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a Wes system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Us design into the overall building design. Bracing Indicated is to prevent budding of indivbud truss web and/or chord members only. Additional temporary and permanent bracing Mi 1�q 'ei 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 ANSL IP11 Quality Crfforlo, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23608315 71419 C1 Common 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL-34982, 3x4 = 3x4 = 4x4 = 3x8 = 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:36:11 2021 3x4 = Scale = 1:36.6 I9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.17 BC 0.37 WB 0.47 Matrix -MS DEFL. in Vert(ILL) -0.07 Vert(CT) -0.16 Horz(CT) 0.02 Wind(LL) 0.03 (loc) I/de0 L/d 8-9 >999 360 8-9 >999 240 8 n/a n/a 9 >999 240 PLATES GRIP MT20 244/190 Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0, 11=0-&O Max Horz 11=86(LC 11) Max Uplift 8=-425(LC 12), 11=528(LC 12) Max Grav 8=880(LC 1), 11=880(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=394/54, 2-3=280/65, 3-4=851/575, 4-5=-851/575, 5.6=280/65, 6.7=-394/54 BOT CHORD 1-11=23/372, 9-11=-482/844, 6-9=-470/844, 7-8=-23/372 WEBS 4-9=83/324, 5-8=985/932, 6-8=227/342, 3-11=-985/932, 2-11=227/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 8-0-0 to 11-0-0, Exteriot(2R)11-0-0 to 14-0-0, Interior(1) 14-0-0 to 22-" 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. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 8 and 528 lb uplift at 11. electronically signed and joint sealed by ORegan, Philip, 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. Philip J. Regan PE No.58126 MTak USA; Inc. FL Cent 6634 6904 ParkeEas(Btvd. Tampa FL 33610 bate: April 20,2021 ® 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 orgy 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 ANSLTRI Quality Criteria, DS"9 and BCSI Building Component 6904 Parke East Blvd. Safefy information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3661 D Job Truss Truss Type Qty Ply Winn Lod/ Q59429 T23608316 77419 C2 Common 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL- 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:36:12 2021 Page 1 ID:GkKXHNyVjFAMZhTfyGgy5jzefAz-Nd7TxdyrvUB6WMgKLWeo8?evNOv5z5SsxgSPuRzQBun 2�L(1 6-8-0 114W 15-0-0 _ 19-8-0 20-11.0 2-0-0 4-4-0 4-4-0 4-4-0 4-" 4x4 = 3x4 = 3x4 = "ram 6x8 = Scale = 1:34.9 20.11.8 16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.07 10-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 . Vert(CT) -0.16 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matfix-MS Wind(LL) 0.03 10 >999 240 Weight: 101 lb FT = 201% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-D-0 cc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (size) 12=0-8-0, 9=0-6-0 Max Harz 12=84(LC 11) Max Uplift 12=532(LC 12), 9=375(LC 12) Max Grav 12=890(LC 1), 9=775(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=399/54, 2-3=283/65, 34=-874/629, 4-5=-875/637 BOT CHORD 1-12=-23/376, 10-12=-556/861, 9-10=605/897 WEBS 2-12=228/347, 3-12=10051986, 4-1 0=1 03/336, 5-9=-8841731, 6.9=184/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0.0, Exterior(2R)11-0-0 to 14-0-0, Intedor(1) 14-0.0 to 20-9-12 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 per 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-&0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532 lb uplift at joint 12 and 375 lb uplift electronically signed and at joint9. sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.56126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 20,2021 ® 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 MTeh® 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 bucking 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 rega�ng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf Guaffty Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Winn Lori / Q59429 T23606317 77419 C3 Common 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL- 34982, , 4x4 = B.430 6 Mar 22 2021 MITBK Industries, Inc. t-n Apr 1ti UB:3u:13 ZUZ1 Yage l Scale=1:33.4 1-� 3x4 = 3xd — 6x8 = 2.0-0 8.8.0 19-0-0 LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) -0.11 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.23 7-8 >901 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 7 n/a n/a SCOL 10.0 Code FBC20201rP12014 Matrix -MS Wind(LL) 0.04 8 >999 240 Weight 97lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 10=0.8-0, 7=0.6-0 Max Harz 10=82(LC 11) Max Uplift 10=536(1-C 12), 7=333(1-10 12) Max Grav 10=900(LC 1), 7=688(LC 1) FORCES. (Ib) - Max. Comp./Mau. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-400/60, 2-3=28070, 3-1=902/658, 43=9031675 BOT CHORD 1-10=27/378, 8-10=-607/881, 7-8=697/949 WEBS 2-10=230/350, 3-10=1032/1017, 4-8=129/351, 5-8= 201/288, 5-7=9151136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult-160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsF, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 04)-0 to 3-0.0, Interior(1) 3-0.0 to 11-0-0, Exterior(2R)11-0-0 to 14-0-0, Interior(1)14 )-0 to 19-10-4 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-" 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 536 lb uplift at joint 10 and 333 lb uplift electronically signed and at joint7. sealed by ORegan, Philip, 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. Philip J.O'Regan PE 1,19.58120 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ® 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 buldlrq component not wit 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 1ndKidual truss web andlor chard members only. Additional temporary and permanent bracing MiTek• is always required for stabldy, 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 Crltorle, OSS49 and BCSI Building Component 6904 Parke Fast Blvd. Sefefy f lionnatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606318 77419 GR1 Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL- 349112, o.4GU s mar z4 zvai mi i e& inuusuies, mu. rn mpn no uo.uv. nv cue 1 rays r ID:OkKXHNyVjjFAMZhTfyGgy5jzefAz-J?FDMI 6R6Sgmg jSxgGDQjE Wgb3R4?808xWzKzQBuI 240 50-0 9-8-0 1240 1480 211 0 2-8.0 4.8-0 2 &0 2 4 O Scale = 1:24.6 44 = 44 = 4. OD F12 3 17 16 4 2x3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.14 8-9 >843 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.17 8-9 >692 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.09 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 7=0-8-0 Max Harz 10=40(LC 6) Max Uplift 10=514(1.0 8), 7=-449(LC 5) Max Grav 10=633(LC 39), 7=633(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4621270, 2-3=-493/347, 3-4=-425/321, 4-5=-492/347, 5-6=-4521270 BOT CHORD 1-10=-255/464, 9-10=-255/464, 8-9=257/468, 7-8=255/463, 6.7=255/463 WEBS 2-10=344/313, 5-7=344/267 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-16; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. If,, Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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) Provide adequate drainage to prevent water ponding. 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-&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 514lb uplift at Joint 10 and 449 Ib uplift This item has been at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 182 Ito up at electronically signed and 5.0-0, 77 lb down and 45 lb up at 7-0-12, and 77 lb down and 45lb up at 7-7-4, and 229lb down and 182lb up at 9-8-0 on top sealed by ORegan, Philip, PE chord, and 120 lb down and 189 lb up at 5-0-0, 47lb up at 7-0-12, and 47 lb up at 7-7-4. and 120 lb down and 189 lb up at 9-7-4 using a Digital Signature. on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed Copies Of this 9) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). document are not Considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1:25 signature must be verged Uniform Loads (plo On any electronic copies. Vert: 1-3-60, 3-4=60, 4-6=60, 11-14=20 Concentrated Loads (lb) Philip J.0'Regan PE No.56126 Vert: 3=88(F) 4=88(F) 9=94(F) 8=94(F) MiTek USA, Inc. FL Cert 6634 6004 Parka East.8lvd. Tampa FL 33610 Dater April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with Mi rekO 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 verity the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members ordy. 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 a1 trusses and truss systems, see ANSV7PH Quaky CdteAe, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd Safety intonnation available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 368110 Job Truss Truss Type City Ply Winn Lori 1059429 T23606319 77419 GR2 Half Hip Girder 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, u.43u s Mar 2z zuzi M11 eK Inausmes, mc. rn Apr in ua:so:io zuzl eager ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-GON n_?MzjiX? 85aMiklrpOKdEgvgaRsROc1CzOBuj 24 0 7.0-12 11-9 0 , _ 7510 8 20-0 0 4-8-12 4-8-4 4-1.8 4 1 8 5x8 MT18HS = 2x3 11 4 16 17 5 3x4 = 3x10 II HUS26 THD26 Scale=1:34.8 5x8 = 4X1U LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2020/TPI2014 CS1. TC 0.92 BC 0.52 W13 0.73 Matrix -MS DEFL. in Vert(LL) 0.23 Vert(CT) -0.20 Horz(CT) -0.04 (loc) Udefi L/d 9-11 >921 240 9-11 >999 240 7 We n/a PLATES MT20 MT18HS Weight: 260 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING-, TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc pudins, BOT CHORD 2x6 SP 240OF 20E except end verticals. WEBS 2x4 SP No.3 "Except" BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. 2-12; 2x6 SP No.2, 4-8,6-8,3-12: 2x4 SP M 30 (OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 12=0-8-0 Max Horz 12=210(LC 8) Max Uplift 7=5860(1.0 8). 12=4364(LC B) Max Grav 7=6220(LC 2). 12=4684(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=878/882, 2-3=-976/980. 3-4=-6969/6570, 4.5=-4772/4532, 5-6=-4772/4532, 6-7=-4926/4660 BOT CHORD 1-12=-847/865, 11-12=-7825/8112, 9.11=7772/8059, 8-9=6405/6718 WEBS 2-12=392/355, 3-11=-2446/2430, 3-9=1668/1693, 4-9=369913827, 4-8=-2725/2624, 5-8=265/242, 6-8=6396/6735, 3-12=817217733 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 x3") nails as follows: Top chords connected as follows: 2x4 -1 raw at D-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 ac, 2x4 -1 row at 0-6-0 cc, Except member 93 2x4 -1 row at 0-9-0 oc, member 9-4 2x4 -1 row at 0-9-0 oc, member 8-4 2x4 -1 row at 0-9-0 oc, member 5•8 2x4 -1 row at 0-9-0 oc, member B-6 20 -1 This item has been row at 0-9-0 oc, member 3-12 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 (8) face In the LOAD CASE(S) section. Ply to electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. sealed by ORegan, Philip, PE 3) Wind: ASCE 7-16; Vuir-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. using a Digital Signature. • 11; Exp C; End., GCpi=0.1 B; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. signed and sealed and the 6) All plates are MT20 plates unless otherwise indicated. signature must be verified 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. on any electronic Copies. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Philip J.O'ReganPE No.58126 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 5860 lb uplift at joint 7 and 4364 lb uplift MiTek USA, Inc. FL Cart 6634 at joint 12. 6904 Parke East Blvd. Tampa Fl.. 33810 10) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent at 7-0-12 from the left end to Date` connect truss(es) to back face of bottom chord. April 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev. 5/1912020 BEFORE USE. , ekQ connectors. This design Is based only upon pameters shown, and Is for an Individual building component, not Design valid for use only with MTparameters a buss 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 building of individual hose 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 ANWWIf Quality Criteria, DSB-89 and SCSI BuNdiing 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 inn Lari / Q59429 T23606319 77419 GR2 Half Hip Girder 1 2 Job Reference o 6dnal Chambers Truss, Fort Pierce, FL - 34982, 5.43u S Mar 7I ZUZ1 Mi I eK industries, Inc. t-n Apr io uts:umiu zuzi rage z ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-GON_n 7Mzjl7(? 85aMiklrpQKdEgvgaRsRQc1CzQBuj NOTES- 11) 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 9-0-12 from the left end to 19-0-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pH) Vert: 1-4=-60, 4-6=60, 7-13-20 Concentrated, Loads (lb) Vert: 11=1940(121) 18=1086(B) 19=1236(121) 20=1237(B) 21=-1249(13) 22=1256(B) 23--1264(B) ® 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 MMek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the febdcallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteds, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Satey information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL $6610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606320 77419 GR3 Monopitch Girder 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 98:35:17 2U21 Page 1 ID:OkKXHNyVjFAMZhTfyGgySjzefAz-kaxM KO_klgOd8il73Dzr3Lm21TcePRb55AAafzQBui 2-4-0 7-0.0 2.4-0 4-8-0 3x4 II 3x4 11 Scale-1:18.0 241-0 0-4 0 4.8.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.10 4-5 >527 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Be 0.99 Vert(CT) -0.09 4-5 >599 240 BCLL 0.0 Rep Stress Incr NO WB U24 Horz(CT) 400 4 n/a We BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 38 rib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 63-1 co bracing. REACTIONS. (size) 4=Mechanical, 5=0.8-0 Max Horz 5=123(LC 8) Max Uplift 4=905(LC 8). 5=1017(LC 8) Max Grav 4=964(LC 1), 5=1151(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - Ali forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-620f753 BOt CHORD 1-5=662/565, 4-5= 682/565 WEBS 25=-623/382, 2-4=-5761695 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 lb uplift atjoint 4 and 1017 lb uplift at joint 5. 7) 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 3.8-12 from to 5-8-12 back face bottom This item has been electronically signed and the left end to connect truss(es) to of chord. 8) Fill all nail holes where hanger is in contact with lumber. Sealed by ORegan, Philip, PE 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (9). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not Considered Uniform Loads (pif) signed and sealed and the Vert: 1-3=-60, 4-6=20 signature must be verified Concentrated Loads (lb) on any electronic copies. Vert: 9=-780(B)10=787(B) Philip J.0'RegatrPE No.56126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ® 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 proper 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 febdratlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Crlterls, DSB49 and BCSI Building Component 6904 Parke Fast Blvd. Safefyintormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206D1 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lod / Q59429 T23606321 77419 GR4 Hip Girder 1 1 Jab Reference optional) Chambers Truss, Fort Pierce, FL- 34982, ts.4su s mar zz zuzf MITex industries, inc. rn Apr ra vo:orx,o 2vz i rage i ID:OkKXHNyVjFAMZhTfMy5jzefAz-CnUkCgl oVKyFEHHUhnICNGut8Rx8NrkkJivj65zQBuh 4-10-8 5 9 8 10-8-0 4-10.8 0-11-0 4-10.8 44 = 4x4 = Scale = 1:18.2 3x4 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 7-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matdx-MS Wind(LL) 0.04 7-8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 8=D-8-0, 5=0-8-0 Max Harz 8=37(LC 6) Max Uplift 8=377(LC 8), 5=377(LC 8) Max Grav 8=844(LC 1). 5=844(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1094/486, 2-3=-10D3/498, 3-4=1094/486, 1-8=-628/319, 4-5=628/319 BOT CHORD 6-7=414/1003 WEBS 2-7=110/259, 3-6=110/259, 1-7=313/794, 4-0=3131794 PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20% Structural woad sheathing directly applied or 6-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=Aft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 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-&0 tall by 2-M 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 377 lb uplift at joint 8 and 377lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)172 lb down and 83 lb up at 1-4-12, 172 lb down and 83 lb up at 3-4-12, 172 Ito down and 83 lb up at 541-0, and 172lb down and 83 lb up at 7-3.4, and 172 lb down and 83 lb up at 9-3-4 on bottom chord. The design/selectOn of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pI0 Vert: 1-2=-60, 2-3=60, 3-4=60, 5-8-20 Concentrated Loads (Ib) Vert: 9=172(B) 10=-172(B)11=172(8)12=172(B)13=172(8) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip 4.O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 20,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE.�� Design valid foruse only with Mrrekli) connectors. This design is based only upon parameters shown, and is for an individual building cwnponerrL 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 budding of Individual miss web andfor chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Bultding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 _ � � ,-. -s ,.. ,.. A ;try.•. `. � _�.. , ;�,.. .� . _ ..• ::, , • ...� � ., .. . _ _, -. •r . >. ,. . . .. �.. Job Thus Truss Type Qty Ply Winn Lori / Q59429 T23606322 77419 ORA HIP GIRDER 1 1 Job Reference (optional) Gnamuers truss, t•On Marc% M - 3411t1Z, o.4au s mar cc cuc i mr i ex muuslrrus, arc. ru npr ro uo:uo:co — r ray. r ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-ZlddFN51JtaYL3ASUKKN4Kbe5SaU2znTT1 dUnJzQB uc 24-0 7-0-0 121 r2-0-0 4.8.0 S71S1-5 252920 35 5-0-0 7i 40.4-11 _,___ 46-40 61-4-0 56-0-0 i 5a-0-0 i S7{ 57.5 5.75 S75 5-0-0 4.6-0 2-4-0 4.00 12 2 1 29 05 = 6x8 = 6x12 = 5x6 = 44 = 64 = 5x12 = 6x8 = 3 36 37 4 38 39 405 41 6 74243 44 458 46 47 48 949 10 50 1151 52 12 535455 13 Scale=1:98.0 14 15 d iii A 28 56 57 27 58592660 26 61 62 24 63 23 64 65 22 66 67 21 6869 70 2071 1972 18 73 7475 17 16 Bx10 = 4x6 = 5x10 = 5x5 = 5xf0 = . 4x6 = axlo = 4x5 = 2-" SB 44 2-0-0 i 7.0-0 12-4q 1T-115 23811 29-2-0 34.45 4IFII-11 46-0-0 61-0-0 56-PO Sfirq-0 i 4-84 5-0-0 57-5 57-5 S7-0 S7{ 57.6 57-5 �+ 4S0 W1W ' 0-0-0 Plate Offsets (X,Y)— [3:0-5-12,04-0), [13:0-5-12,0-4-0), [18:0-2-12,Edoe), [21:0-2-8,0-2-12), [24:04-0,0-2-12), [27:0-1-12,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.57 22 >706 240 MT20 244M90 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.49 22 >820 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) -0.06 18 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 371 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-1-3 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid celling directly applied or 3-10-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-27, 5-27, 5.24, 11-21, 11-18, 13-18 4-27,12-18: 2x6 SP No.2, 5-27,11-18: 2x4 SP M 30 REACTIONS. All bearings 041-0. (lb) - Max Horz 29=79(LC 6) Max Uplift All uplift 100 lb or less at joints) except 29=-390(LC 32), 27=3163(LC 8), 18=3156(LC 8), 16=363(LC 29) Max Grav All reactions 250lb or less at jolnt(s) 29.16 except 27=3015(LC 17), 18=3014(LC 18) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7111/862, 2-3=-685/927, 3-4=2621/2657, 4-5=2621/2657, 5-7=2909/2892, 7-8=2909/2892, 8-9=-291112909, 9-11=291112909, 11-12=257912656, 12-13=2579/2656, 13-14=-633/926, 14-15=-648/861 BOT CHORD 1-29=826/713, 28-29=-826/713, 27-28=817/690, 26-27=-6271774, 24.25=-627/774, 22-24=347013607, 21-22=-3470/3607, 20.21=6541771, 18-20=6541771, 17-18=-817/637, 16-17=-825/661, 15-16=-825/661 WEBS 2-29=288/252, 3-28=-369t263, 3-27=2023/2252, 4-27=548/501, 5-27=-3700/3665, 5-25=151/281, 5-24=-2323/2332, 7-24=-461/412, 8.24=7711764, 8-22=180/300, 8-21=7681745, 9-21=-464/416, 11-21=2313/2337, 11-20=-152/281, 11-18=-3697/3648, 12-18=548/500, 13-18=-2023/2264, 13-17=381/264, 14-16=290/219 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B= 45ft; L=58ft; eave=7ft; Cat electronically signed and II; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and tight exposed ; parch left and right exposed; Lumber DOL=1.60 sealed by ORegan, Philip, PE plate grip DOL=1.60 using a Digital Signature. 3) Building Designer / Project engineer responsible for verifying applied roof five load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are 3x4 MT20 unless otherwise indicated. Signed and Sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be verified 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 on any electronic copies. will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 29, 3163 lb uplift at Philip J. aftegan PE No.58126 joint 27, 3166 lb uplift atjoint 18 and 363 lb uplift at joint 16. MiTek USA, Inc, FL Con 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 20,2021 rr ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MTMD 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 Inomporate this design Into the overall r� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 69N Parke East Blvd. Safaryinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23608322 77419 GRA HIP GIRDER 1 1 Job Reference o Oonal Chambers Truss, Fort Pierce, FL - 34982, u.43V s Mar Zz zuzl Mr I eK mtlusmes, Inc. vn Apr to uo:so:z3 zuzl rage z I D:OkKXHNy Vj FAMZhTfyGgySjzefAZ-ZlddFN5lJtaYL3ASUKKN4Kbe5SaU2znTT1 dUnJzOBuc NOTES- 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 117lb down and 229 lb up at 7-0-0, 59 lb down and 119 lb up at 9-0-12, 59 lb down and 119 to up at 11-0-12, 59 lb down and 119 lb up at 13-0-12, 59 lb down and 119 lb up at 15.0-12, 59 lb down and 119 Ib up at 17-0-12, 59 lb down and 119 Ib up at 19-D-12, 591b down and 119 Ib up at 21-0-12, 591b down and 1191b up at 23-0-12, 59 Ib down and 1191b up at 25-0-12, 59 lb down and 119 lb up at 27-0-12, 59 Ib down and 119 Ib up at 29-0-12, 591b down and 1191b up at 31-3-4, 59 Ib down and 119 Ib up at 33-3.4, 59 Ib down and 11g Ib up at 35-3-4, 591b down and 119 Ib up at 37-3-4, 591b down and 119 lb up at 39.3-4, 59 lbdown and 119 Ib up at 41-3-4, 591b down and 119 Ib up at 43-3-4, 59 Ib down and 1191b up at 45-3.4 , 59 Ib down and 119 Ib up at 473-4, and 591b down and 119 Ib up at 49-3-4, and 1171b down and 229 Ib up at 51-4-0 on top chord, and 231 lb down and 1631b up at 7-0-0, 30 Ib down and 471b up at 9-0.12, 301b down and 47 lb up at 11-0-12, 30 Ib down and 801b up at 13.0-12, 30 Ib down and 85 ib up at 15.0-12, 30 lb down and 85 lb up at 17-0-12, 301b down and 85 Ib up at 19-0-12, 30 lb down and 851b up at 21-0-12, 301b down and 85 Ib up at 23-0-12, 301b down and 851b up at 25.0-12, 30 Ib down and 85 Ito up at 27-0-12, 30 lb down and 85 lb up at 29-0-12, 30 lb down and 65 lb up at 31-3-4, 30 lb down and 85 lb up at 33-3-4, 30 lb down and 85 lb up at 353-4, 30 Ib down and 85 ib up at 37-3-4, 30 Ib down and 85 Ib up at 3934, 30 Ib down and 85 Ib up at 41-3-4, 301b down and 85 lb up at 43-3-4, 301b down and 80 Ib up at 45-3-4, 30 lb down and 47 lb up at 47-3-4, and 30 lb down and 47 lb up at 49-3.4. and 231 lb down and 163 lb up at 51-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-13-60, 13-15=-60, 30-33=20 Concentrated Loads (lb) Vert: 3=70(8) 6=45(B) 13=70(B) 28=39(B) 22=13(8) 8=-45(B)17=39(B)10=-45(B) 36= 45(B) 37=45(B) 38=-45(B) 39=-45(B) 40=-45(B) 41=-45(B) 42=45(B) 43=-45(B) 44=-45(B) 47=-45(B) 48=45(B) 49=45(B) 50=-45(B) 51=-45(B) 52=-45(B) 53=45(B) 54=-45(B) 55=-45(B) 56=13(8) 57=13(B) 58=-13(B) 59=-13(B) 60=13(B) 61=13(B) 62=13(8) 63=13(B) 64=13(B) 65=-13(B) 66=-13(B) 67--13(8) 68=-13(8) 69=13(B) 70=13(8) 71=-13(8) 72=-13(B) 73=-13(8) 74=13(B) 75=-13(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with.MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before Lisa, 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 budding 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trues systems, see ANSIMPIJ Quality CrItorra, DSB-69 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Gain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Winn Lad / Q59429 T23606323 77419 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:36:25 2021 Page 1 ID:OkKXH NyVjFAMZhTfyft5jzefAz-V7PNg367rUgGaMKgblNr9lh2d GLMWtemwL6bsBzQBua 2-0 0 7 0 0 12 4 0 i 6 9-14 21-2-0 25 6 2 30-0-0 350.0 210 4-8-0 5-0-0 4-514 4 4 2 4.4-2 I 4514 SO 0 2x3 II 4.00 12 4x8 = 48 = 3x5 = 4x6 = 3 24 25 4 26 27 5 28 6 7 29 3x8 = 30 8 31 32 4x4 = Scale=1:59,6 JJ JY .� I! JO J/ JO JY IY YU I 'fC 3x4 = 2x3 I 24 II 6x8 — 3x6 = 3x8 = 3x10 = 3x6 — 2x3 II 5x8 = 3x8 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 4-18: 2x6 SP No.2 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.57 Vert(LL) 0.2613.15 >999 240 MT20 2441190 BC 0.36 Vert(CT)-0.1813-15 >999 240 WB 0.87 HOrz(CT) -0.03 11 n/a n/a Matrix -MS Weight: 172 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. WEBS 1 Row at midpt 4-16 REACTIONS. (size) 20=0-8-0, 18=0-8-0, 11=0-8-0 Max Horz 20=57(LC 7) Max Uplift 20=332(LC 32), 18=2727(LC 8), 11=-1165(LC 8) Max Grav 20=317(LC 17), 18=2208(LC 1), 11=968(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=1433/1192, 4-5=-7891927, 5-7=1869/2265, 7-8=1869/2265, 8.9=1554/2031, 9-1 0=1 66812061, 10-11=912/1079 BOT CHORD 16-184r-1192/1520, 15-16=874/789, 13-15=-2534/2118, 12-13=2534/2118 WEBS 2-20=268/216, 3-19=342/228, 3-18=116511566, 4-18=155411755, 4-16=2701/2212, 5-16=988/1104, SA 5=-1 56311268, 7-15=368/335. 8-15=326/412, 8-12=-682/719, 9-12=-374/264, 10-12=1772/,1411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-3.Opsf h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (directional); cantilever left exposed ; porch left and right exposed; 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) Provide adequate drainage to prevent water ponding. 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 far a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-M 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 332 jb uplift at joint 20, 2727 lb uplift at joint 18 and 1165 lb uplift at joint 11. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)117 lb down and 221 lb up at 7-0-0, 59 lb down and 119 lb up at 9-0-12, 59 Ib down and 119 lb up at 11-0-12, 59 lb down and 119 lb up at 13-0-12, 59 lb down and 119 lb up at 15-0-12, 59 lb down and 119 lb up at 17-0.12, 59 lb down and 119 lb up at 18-6-0, 59 lb down arid 119 lb up at 19.11-4, 59 lb down and 119 lb up at 21-11-4, 59 lb down and 119 lb up at 23-11-4, 59 lb down and 119 lb up at 25-11-4, and 59 lb down and 119 lb up at 27-11-4, and 117 lb down and 221 lb up at 30-0-0 on top chord, and 231 lb down and 163 lb up at 7-0-0, 30 lb down and 47 lb up at 9-0-12, 30 lb down and 47 lb up at 11-0-12, 30 lb down and 47 lb up at 13-0-12, 30 lb down and 47 lb up at 15.0-12, 301b down and 47 Ib up at 17-0-12, 30 Ib down and 47 Ib up at 18-6.0, 301b down and 47 Ib up at 19-11.4, 30 Ib down and 47 lb up at 21-11-4, 30 lb down and 47 lb up at 23-11-4, 30 lb down and 47 ib up at 25-11-4, and 30 lb down and 47 lb up at 27-11-4, and 231 lb down and 163 lb up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. . Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily 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 chard members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI pua9ty Crilloda, OS13-99 and SCSI Building Component 6904 Parke East Blvd, Safety Infomnagon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606323 77419 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL- 34962, 6.43U 5 Mar Lz zuzi MI I eK mousmes, Inc. t-n Apr -to un:ao:za zUz i rage z 1 D:OkKXHNyVjFAMZhTWgySjzefAz-V7PNg36?rUgGaMKgblNr91 h2d GLMWtemwL6bsBzQBua NOTES- 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-9=60, 9-10=-60,11-21=20 Concentrated Loads (Ib) Vert: 3=-70(F) 6= 45(F) 9=70(F) 19=39(F) 16=13(F) 5=45(F)12=39(F) 24=-45(F) 25=45(F) 26=-45(F) 27=45(F) 28=-45(F) 29=-45(F) 30=-45(F) 31=-45(F) 32=45(F) 33=13(17) 34=13(F) 35=13(F) 36=13(F) 37=-13(F) 38=-13(F) 39=13(F) 40=13(F) 41=13(F) 42=13(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual budd'mg 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 bun web andfor chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSI?P11 Quality Criteria, DS8489 and BCSI Building Component 6904 Parke Fast Bivd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lod/ Q59429 T23608324 77419 GRB1 ROOF SPECIAL GIRDER 1 I 1 Job Reference (optional) unamDers i fuss, rorr vierce, rL - SaenZ, U.4au a rvmr cc a ' m, r en u,uwmaa, u,c. n, ryn I. rasa , ID:OkKXHNyV)FAMZhTfyGgy5jzefAz-RVX8418FN54_pgTOjAPJFAmM737Q gA30fbiw4zQBuY , 240 7.4-0 12-0-0 1&6-0 24-8-0 35-0.12 2.4-0 5-0.0 5-0 0 &2-0 rr2-0 5-4.0 5-0-12 r 5-7-9 57-11 Scale=1:80.1 4.00 12 6x8 = 3x4 II 4 26 27 5 Sx8 = 6 5x8 MT18HS = Special Special Special 40 = Special 11 22 21 20 19 18 17 16 1s 14 34 35 13 36 37 38 12 45 = 3x4 II 3x4 II 7x8 = 46 = 6x10 = 5x8 = 4x4 = 3x8 II Special4x5 = Special 7x8 = 5x8 MT18HS = Special Special Special HUS26 LOADING (psi) TCLL 20.0 TCDL 10.0 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. TC 0.69 BC 0.45 WB 0.67 Matrix MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defi L/d 0.71 14-16 >573 240 -0.61 14-16 >666 240 -0.09 12 n/a ' n/a PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 278 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-13 cc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 4-1-13 cc bracing. 4-20: 2x6 SP No.2, 418,7-17,8-13,10-12: 2x4 SP M 30 WEBS 1 Row at midpt 4-18, 6-18, 7-17, 8-13, 10-12 OTHERS 2x4 SP No.3 'Special' indicates special hanger(s) or other connection device(s) REACTIONS. (size) 12=Mechanical, 22=0.8-0, 20=0-8-0 required at loca8on(s)shown. The design/selection of such special Max Horz 22=126(LC 25) connection device(s) is the responsibility of others. This applies Max Uplift 12=2047(LC 8), 22=-620(LC 18), 20=3318(LC 8) to all applicable truss designs in this job. Max Grav 12=1960(LC 18), 22=485(LC 5), 20=3363(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1397/1427, 2-3=-1361/1470, 3.4=2323/2442, 4-5=-412/483, 5-6= 412/483, 6.7=2290/2167, 7-8=-5385/5250, 8-10=3793/3697 BOT CHORD 1-22=1361/1352, 21-22=1361/1226, 20-21 =1 361/1226, 18-20=2280/2256, 17-18=2061/2182,16-17=-5217/5368,14-16=-6077/6153,13-14=6077/6153, 12-13=3897/3793 WEBS 2-22=276/175, 3-21= 519/486, 3-20=-1110/1158, 4-20=2810/2679. 4-18-3067/3122, 5-18=-425/313, 6-18=2183/2172, 6-17=1664/1597, 7-17=3542/3523, 7-16=-650/501, 8-16=92111220, 8-14=-1076/1053, 8-13=2576/2379, 10-13=1270/1168, 10-12=4083/4195 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=3.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft Cat. electronically signed and 11; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left exposed : porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated, 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. Signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members. On any electronic copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2047 lb uplift at joint 12, 620 lb uplift at Philip J. O'Regan PE No.56126 joint 22 and 3318 lb uplift at joint 20. 10) Use USP HUS26 (With 14-16d nails into Girder & 6.16d nails into Truss) or equivalent at 35.0-12 from the left end to connect MTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. Date: 11) Fill all nail holes where hanger is in contact with lumber. April 20,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTak® 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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, we ANSMf Quality criteria, OSB-89 and BCSI Bu6dfna Componenr 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 Winn Lod/ Q59429 T23606324 77419 GR81 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 S Mar ZZ 2021 miTek industries, Inc. i-n Apr 16 U8:36:zr zuz1 rage z ID:OkKXHNyVjFAMZhTfyGgySjzefAz-RVX8418 FN54-ATDjAPJFAmM73?Q_gA30fbiw4zQBuY NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 118 lb up at 37-0-12, 86 lb down and 118 lb up at 39.0-12, 86 lb down and 118lb up at 4140-12, and 86 fb down and 118Ib up at 43-D-12, and 861b down and 118 Ib up at 45-D-12 on top chord, and 30 lbdown and 49 lb up at 37-0-12, 30 lb down and 49 lb up at 39-0-12, 30 It, down and 49 lb up at 41-0-12, and 30 lb down and 49 lb up at 43-0-12, and 30 lb down and 49 lb up at 45-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=60, 6-7=-60, 7-11=-60, 12-23=20 Concentrated Loads (lb) Vert: 14=944(F) 29=46(F) 30=-46(F) 31=-46(F) 32=-46(F) 33=46(F) 34=12(F) 35=-12(F) 36=12(F) 37=12(F) 38=12(F) ® 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 withMiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYW11 Quality criteria, DS" and BCSl Building Component 69M Parke East Blvd. Saretyrrdormagon available from Truss Plata Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606325 77419 GRC Hip Girder 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL- 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 08:36:29 2021 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-NufuVR9WvjKh3 dbgaRnKbroKtkrSmtMrz4o?yzQBuW 0:2 7-0-0 11-M 15-0-0 19-8-0 _ _ 22-D-0 24-0 4-8-0 4.0.0 4-0.0 4-8.0 2.4-0 Scale=1:37.2 4x8 26 11 4x8 = 4.00 12 3 20 21 4 22 23 5 3x4 = 3x5 II 4x4 = — — 3x8 = 44 = 3x5 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 24)-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.26 BC 0.26 WS 0.53 Matrix -MS DEFL. in Vert(LL) 0.09 Vert(CT) -0.10 Horz(CT) 0.01 (loc) Well L/d 10 >999 240 10 >999 240 8 n1a n/a PLATES GRIP MT20 244/190 Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.3.10 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) 13=1 -8-0, 8=0-8-0 Max Harz 13=-55(LC 6) Max Uplift 13=893(LC 8), 8=-797(LC 5) Max Grev 13=1148(LC 39), 8=1148(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1593/1169, 34=1862/1439, 4-5=186211439, 5.6=1593/1190 BOT CHORD 10-12=1020/1491, 9-1 0=1 029/1466 WEBS 2-13=-10341847, 2-12=1117/1491, 3-10=364/569, 4-10=442/366, 5.10=-364/569, 6-9=1094/1491. 6-8=-1034 797 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16. Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live bad shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 9-" wide This item has been will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 893 lb uplift atjoint 13 and 797 lb uplift electronically signed and at joint 8. sealed by ORegan, Philip, PE 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)149 lb down and 239 lb up at using a Digital Signature. 7-0-0, 77lb down and 141 lb up at 0-0-12, 77lb down and 141 lb up at 11-D-0, and 77 lb down and 141 lb up at 12-11-4, and 149 printed copies of this Ib down and 239 lb up at 15-0-0 on top chord, and 191 lb down and 182 lb up at 7-0-0, 50 lb down and 20 lb up at 9-0-12, 50 Ib document are not considered down and 20 lb up at 11-0-0. and 50 lb down and 20 lb up at 12-11-4, and 191 lb down and 182 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Signed and Sealed and the 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signaturemust be Verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Phiiip i. 6'ReganPE No.69126 Uniform Loads (pif) Vert: 1-3=-60, 3-5�60, 5.7=60, 14-17=20 MTek USA, Inc: FL Cert 6634 6904 Parke East;51W. Tampa FL 33610 Date: April 20,2021 ue ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must varifythe applicability of design parameters and properly Inoonporate this design into the overall building design. gracing indicated is to prevent budding of Individual truss web andfor chord members orgy. 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 ANSUTP14 Quality Criteria, DS849 and SCSI Buffering Component 6904 Parke Fast Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply Winn Lori / Q59429 T23606325 77419 GRC Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.43U S Mar 2Z ZUZI Mf IOK Industries, Inc. t-n Apr Iti Ut%:36:ZV ZUZI rage Z ID:OkKXHNyVjFAMZhTfyG y5jzefAz•NufuVR9WvjKh3 dbgaRnKbroKtkrSmtMrz4o7yzQBuW LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-102(F) 5=102(F)12=17(F)10=35(F) 4=77(F) 9=17(F) 21=77(F) 22=77(F) 24=35(F) 25=35(P) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not W11, 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing tt A 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 AMWWH Guallry Cdteda, D88-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 366110 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23806326 77419 J3 JACK -OPEN 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 3.0-0 3.0-0 B.43u s Mar zz 2U21 Mt I eK InaUSmas, Inc. hn Apr its Uts:3b:3U /uz1 rage 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-r4DGjnA8gOTYg7CoOlyOsoOr H25BIYV4dpMXPzQBuV ox0 Scale = 1:10.3 2-8-0 ' 0." ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 LumberDOL 1.25 BC 0.39 Vert(CT) 0.00 5 >999 240 . BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) -0.00 4-5 >999 240 Weight: 10lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=046-0 Max Harz 5=53(LC 12) Max Uplift 3=140(LC 1), 4-197(LC 1), 5=-484(LC 12) Max Grav 3=110(LC 12), 4=168(LC 12), 5=571(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=2771836 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. lk Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedar(2E) zone; cantilever left 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord,and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3, 197 lb uplift at joint 4 and 484 lb uplift at joint 5. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.-0ReganPE N9.58126 MiTek USA, Inc. FL Can 6634 6904 Parke Eost Blvd, Tampa. FL 93ti10 Data. April 20,2021 ® 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 MT" 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 ANSUTP11 Quaflty Crrterla, OSS-89 and BCS1 Building Component 6904 Parke East Blvd. Safetyrnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Fl. 36610 Job Truss Truss Type oty Ply Winn Lori / Q59429 T23606327 77419 J4 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, B.43U s Marzz zuzl mileK inoustrtes, Inc. t-n Apr ib uB:3e:3U zuzl Yage 1 iD:OkKXHNyVjFAMZhTfyC-gy5jzefAz-r4DGjnA8g0TYg7CoOly0soOuOHOiBJkV4dpMXPzQBuV Scale=1:13.6 LOADING (psi) SPACING- 2-0-0 CS1. DEFL, in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 16lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=85(LC 12) Max Uplift 3=-39(LC 12), 4=-6(LC 1), 5=255(1_10 12) Max Grev 3=47(LC 17), 4=26(LC 14), 5=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=229/579 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0.0, Interior(1) 3-0-0 to 4-9.4 zone; cantilever left exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3, 6 lb uplift at joint 4 and 255 ib uplift at joint 5. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan FE N9.56126 MiTek USA, Inc.fL-0ert 6634 6904 Parke East Blvd. Tampa F4 33010 Date: April 20,2021 ®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 trues 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent 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 , ANS111P11 Quality Criteria, DSB-89 and SCSI Balloting Component 69N Parke East Blvd. Safety InfonrreBon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606326 77419 J5 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, .Fort Pierce, FL - 34982, 6.43U S Mar ZZ ZUZ1 IVII I eK Inaustnes, Inc. rn Apr is U6:db:3"1 ZUZI raga i ID:Old(XHNyVjjFAMZhTfyGgy5jzefAz-KHnfw68mRKbPI Hny7UFPOx2pgHM WI4fJHZv3rzQBuU Scale-1:13.6 2-0-0 0-0-0 1 2-M 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 0.65 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.01 4-5 >999 240 J BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) -0.01 4-5 >999 240 Weight: l7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=043-0 -_ Max Holz 5=88(LC 12) Max Uplift 3=-40(LC 9), 4=-43(LC 13). 5=-329(LC 12) Max Grav 3=41(LC 17), 4=17(LC 3), 5=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=241/559 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 34-0, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the.bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3, 43 lb uplift at joint 4 and 329 lb uplift at joint S. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan.PE No.58126 MiTek USA, Inc. FL Cart 0634 6904 P ko Eest.Blvd, TampaFL 33610 Date: April 20,2021 ®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's based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding designer must verify Me applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent bradng WOW 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 tames and truss systems, see ANSI/rPH Quaf iy Crlterfa, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lod/ Q59429 T23606329 77419 J5A JACK -OPEN 5 1 Job Reference o tional Chambers Truss, Fart Pierce, FL - 3496Z, ts.4su s mar zz zuzl mr I eK Inousmes, inc. rn mpr to Oo:oxxoz NCI rage r ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-oTLI8SCOCejGwRMAVj7UyDTCM4dzfEwoXxlScHzQBuT 5-" Scale=1:17.0 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.03 3-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.06 3.4 >993 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.08 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MR Wind(LL) 0.06 3.4 . >904 240 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 4=86(LC 12) . Max Uplift 4=-63(LC 12), 2=120(LC 12), 3=5(LC 12) Max Grav 4=192(LC 1), 2=137(LC 1), 3=90(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD 1-4=156/269 NOTES- 1) Wind; ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 63 lb uplift at joint 4, 120 lb uplift at joint 2 and 5 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan,PE No,56126 Max USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ram, . 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 bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is ahvays 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 oftrusses and truss systems, see ANS111 Plr Quality Criteria, DS" and SCSI Building Component 69M Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori/ Q59429 T23606330 77419 J7 JACK -OPEN 41 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 20 11 ts.43u s Mar zz zuzl Ml i eK InaU9mes, Inc. in Apr to Ud:Jo:33 zUZI rage l ID:OkKXHNyVjFAMZhTfyGgy6jzefAz-GfuPLoCOzxr7YbxN3QWjUROTDU4JOfuxmb208jzQBuS Scale=1:17.4 2-0-0 0-4-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.10 4-5 >561 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.10 4-5 >574 180 BCLL 0.0 Rep Stress Incr YES WS 0.15 Horz(CT) -0.os 3 n/a nla BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=124(LC 12) Max Uplift 3=102(LC 12), 4=-77(LC 9), 5=-370(LC 12) Max Grant 3=106(LC 1), 4=70(LC 3), 5=418(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=268/118 BOT CHORD 1-5=104/268 WEBS 25=32a/488 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2E) 0-06-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left 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 2) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 3, 77 lb uplift at joint electronically Signed and 4 and 370 lb uplift at joint 5. sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.66128 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd, TampaFL 33610 Date: April 20,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must ver fy the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrP11 Qua/Hy Criteria, BS&89 and SCSI Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori I Q59429 T23606331 77419 JU JACK -OPEN 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL-34962, 8.430 s MarZZ Z021 MiTek Inaustnes, inc. t=n Apr Its U8:3b:33 ZUZ1 rage 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-GfuPLoCOzxr7YbxN30WIUROVkU toOh9xmb208jzQBuS 1-0.0 1-0-0 30 = v d PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Iner YES We 0.00 Horz(CT) 0.00 n/a n1a BCDL 10.0 Code FBC202011`1312014 Matrix -MP Weight: 3 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Harz 2=73(LC 1). 3=77(LC 12) Max Uplift 3=77(1.0 12) Max Grav 3=79(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=73/286 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1_=3.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed ; parch left and right expDsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.0'ReganPE No.68126 MiTek USA, Inc. FL Can 6634 6904 Parke Easf8lvd. Tampa Fill. 33610 Date: April 20,2021 ®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 bu0dbtg component not a truss system. Before use, the building designer must verity the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 AN$grplf Quality criteria, DS049 and BCSI Building Component 6904 Parke East Blvd. Satelylydormation available from Truss Plate Institute, 2610 Crain Highway, Suite 203 Waldorf, MD 2060V Tampa, FL 36610 Jab Truss Truss Type Qty Ply Winn Lod/ Q59429 T23606332 77419 KJ5 DIAGONAL HIP GIRDER 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr16 08:36:35 2021 Page 1 I D:OkKXHNyVjFAMZhTfyGgy5jzefAz-C20gmUEHUZ5mv51BrYBZs5kjliZsa9EEvX7CczQBuO 3-6-8 7-0.2 3-6.8 3.5-10 2x3 11 2-8.9 1 0.5.10 1 3-9-14 r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildd L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.09 4-5 >483 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.10 4-5 ' >465 240 BCLL 0.0 Rep Stress Incr NO W6 0.10 Horz(CT) -0.14 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 Max Horz 5=88(LC 8) Max Uplift 3=97(LC 17), 4=144(LC 17). 5=657(LC 8) Max Grav 3=91(LC 22), 4=122(LC 24), 5=749(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=405/323 NOTES- 1) Wind: ASCE 7-16; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsF, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3, 144 lb uplift at joint 4 and 657 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)191 lb down and 246 lb up at 4-4-0, and 191 lb down and 246 Ib up at 4-4-0 on top chord, and 51 lb down and 91 lb up at 1-6-1, 51 lb down and 91 lb up at 1.6-1 , and 148 lb down and 203 lb up at 4-4-0, and 148 lb down and 203 lb up at 4-4-0 on bottom chard. The design/selection of such connection devioe(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3-60, 4-6=20 Concentrated Loads (lb) Vert: 9=215(F=108, B=108)10=-101(17=-51, B=51)11=234(F=117, B=117) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Ragan PE N9.68126 MTek USA, Inc. FL Cert 6634 4904Parke Eaet.Blvd. Tampa FL 33010 Date: April 20,2021 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 MTek® connectors. This design is based only upon parameters shown. and is for an individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andlorchord 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, sea ANSUrPlf Quality Crltarfe, DSB-89 and BCSB Building Component 6904 Parke East Blvd. Safarylydormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606333 77419 KJ7 DIAGONAL HIP GIRDER 6 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 6.43V a Mar zz zuz1 Mr I eK Inausmes, Inc..rn Apr to umm:3o LUZI rage l I D:OkKXHNyVjFAMZhTfyGgy5jzefAz-gEaYzgFvFsDiP2fxkZ3Q63eyGh6W bONOSZGgl2zOSuP 3-2-4 6-4-6 9-10.1 3.24 32-2 3-5-11 -- 2x3 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 7-8 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.03 1-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(CT) -0.00 4 We n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical; 5=Mechanical, 8=0-11-5 Max Horz 8=124(LC 24) Max Uplift 4=-69(LC 8), 5=130(LC 8), 8--710(LC 8) Max Grav 4=110(LC 17), 5=138(LC 22), 8=830(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=350/547, 2-3 =465/350 BOT CHORD 1-8=5121360, 7-8=-512/237, 6-7=276/338 WEBS 2-8=554/442, 2-7=-405/514, 3-6=3B4/313 Scale=1:18.6 PLATES GRIP MT20 2441190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 5-6. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 13CDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 4, 130 lb uplift at joint 5 and 710 lb uplift at joint 8. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 246 lb up at 4-4-0, 191 lb down and 246 lb up at 4-", and 97lb down and 46 lb up at 7-1-15, and 98lb down and 46 lb up at 7-1-15 on top chord, and 51 lb down and 91 lb up at 1-6-1, 51 lb down and 91 lb up at 1-&1,198 lb down and 203 lb up at "0, 198 to down and 203 lb up at 4-4-0, and 16 lb up at 7-1-15, and 77lb down and 13lb up at 7-1-15 on bottom chord. The design/seiection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-9=20 Concentrated Loads (lb) Vert: 12=215(F=108, B=108)14=101(F=51, B=51) 15=234(F=117, B=117) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc: FL Cart 6634 6904 Parke East Blvd, Tampa FL 33810 Date: April 20,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building componerd, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Qualify Crlfeda, 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 Winn Lod/ Q59429 T23808334 77419 MV2 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.43u s NIar zz zu21 MI ieK mDusmes, mc. rn Apr io uo;JD;3o NCI rage i ID:OkKXHNyVjFAMZhTfyGgy5jzefAz-gEaYzgFvFsDIP2fxkZ3Q63e2mhBFb2vOSZGgl2zQBuP 2.0.0 2-0.0 4.00 12 3x4 Scale = 1:6.1 LOADING (pso SPACING- 2-0.0 CSI. DEFL, in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Tc 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-P Weight 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 Do pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=20(LC 12) Max Uplift 1=18(LC 12), 2=28(1-C 12) Max Grav 1=44(LC 1), 2=33(LC 1), 3=22(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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 2) Building Designer / Project engineer responsible for verifying applied roof Ilve load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 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) 2 considers parallel to grain value using ANSUTPI 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 18 lb uplift at joint 1 and 28 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ViteganPE No.58128 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 20,2021 ® 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 building design. Bracing Indicated Is to budding of individual truss web endior chord members only. Additional temporary and permanent bracing M iTek- prevent 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 ANS117P11 Qualify Crilarb, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Sal W informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23608335 77419 MV4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar22 2021 Mrrek Industries, Inc. Fri Apr 16 08:36:37 2021 Page 1 I D:OkKXH NyVjFAMZhTfyGgy5jzefAz-SR8wBAFXOALZOCE81GaffHA615UAKV9XhDODHVzQBuO Scale = 1:9.4 3x4 5 3x4 li i LOADING (psf) SPACING- 2-0-0 CS). DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) . n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Mat6X-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 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 Harz 1=53(LC 12) Max Uplift 1=-49(LC 12), 3=-67(LC 12) Max Grav 1=118(LC 1), 3=118(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for members and forces r£ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 67 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.0 RegamPE Nc,59126 MTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa ,FL 33610 Dater April 20,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MfTek® 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 budding of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 quality criteria, DSB-89 and BCSl Building Component 6904 Parke Fast 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 Winn Lori 1059429 T23806336 77419 MV6 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL-34982, 3x4 8.430 s Mar 22 2021 MTek Industries, Inc. Fri Apr 16 U8:362B 2U21 Page 1 ID:OkKXHNyVjFAMZhTWciy5jzefAz-cdil OWG9nUTQeMpKsz6uB UjH2Vkz3yPhwslnpxzQBuN 3x4 11 Scale= 1:13.2 3x4 It LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2020/TPI2014 CSI. TC 0.46 BC 0.52 WB 0.00 Matrix-P DEFL. in (too) I/deft Ud Vert(LL) nla n/a 999 Vert(CT) Na - n/a 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood'sheathing directly applied or B-0.0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (size) 1=6-0.0, 3=6-0-0 Max Harz 1=89(LC 12) Max Uplift 1=B2(LC 12), 3=112(LC 12) Max Grav 1=198(LC 1), 3=198(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=182/368 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2E) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 5-10-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) Gable requires continuous bottom chord bearing. 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 to uplift at joint 1 and 112 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J.O'Regan PE No.58126 MiTek USA, Inc. FL Cott6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 20,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. . Design valid for use only with ?A7ekO connectors. This design Is based only upon parameters shown, and is for an individual budding component. not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding design. Bracing indicated Is to prevent budding 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 ANSUTPlf Quality Criteria, DS849 and BCSI Buffd/ng 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 Winn Lori / Q59429 T23606337 77419 MV8 Valley 1 1 Jab Reference o tional Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:36:38 2021 Page 1 ID:OkKXHNy\jFAMZhTfyGgy5jzefAz-cdilOWG9nUTQeMpKsz6uBUjGAVpk3W hwslnpxzQBuN 3x4 11 Scale = 1:16.5 5 4 3x4 % 2x3 ll 3x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TP12014 CSI. TC 0.51 BC 0.21 WB 0.16 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8.0.0, 4=8-0-0, 5=8-0-0 Max Harz 1=124(LC 12) Max Uplift 1=-6(LC 12), 4=-69(LC 12), 5=198(LC 12) Max Grav 1=84(LC 1), 4=122(LC 1). 5=351(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=251/101 WEBS 2-5=29SI522 NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-10-13 to 4-0.0, Interior(1) 4-0-0 to 7-10-4 zone;' cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcutrent 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 69 lb uplift at joint 4 This item has been and 198 lb uplift at joint 5. electronically signed and sealed by ORegan, Philip, 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. Philip J: O'Regan PE 1,19.58126 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd: Tampa FL 33610 Date: April 20,2021 ®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 MITek0connectors. This design is based only upon parameters shown, and Is for on individual building wmponent, 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damaga For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSM11 Quality Criferfe, DSB-89 and SCSI Building Component 6g04 Parke East Blvd. Sarefylnformodon available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Winn Lori / Q59429 T23606338 77419 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 16 08:35:39 2UZ1 Page 1 ID:OkKXHNyVjFAMZhTfyGgy5jzefAz5pGgcsHnYnbHGWOWQhd7kiGXlvBioPfgBW VKLNzOBuM 2-0.0 4-0.0 2.0-0 — 2-0.0 - Scale = 1:7.5 4.00 12 3x4 3x4 4-0-0 Plate Offsets (X Y)— 12:0-3-0 Edge] LOADING (psf) SPACING- 2-0.0 CSI, DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 6.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 .3 n/a n1a BCDL 10.0 Code FB02020/TP12014 Matrix-P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or f 0-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Harz 1=9(LC 11) Max Uplift 1=-43(LC 12), 3=-43(LC 12) Max Grav 1=88(LC 1), 3-88(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-125/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;GC 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 43 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan'FE N9.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Data: April 20,2021 ® 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 MITeW connectors. This design is based onty 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 buckling of Individual truss web andlorchord members only. Additional temporary and permanent bracing MiTek' prevent 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, OSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL - 36610 Job Truss Truss Type Qty Ply Winn Lod / Q59429 T23606339 77419 V8 Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. FnApr 16 08:36:40 ZU21 Page 1 I D:OkKXHNyVjFAMZhTfyGgy5jzefAz-Z?p2pBI PJ5j8tgzjzO8MGvobZJ WyXrAzNAEuupzQBuL 4-0.0 8.0-0 4-0.0 4.0.0 4.00 12 3x4 4x4 = 2x3 11 3x4 Scale = 1:14.6 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Inc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ver►(LL) Na - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - Na 999 BCLL 0,0 Rep Stress Incr YES WB 0.11 HOTz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 23 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0.0 Max Harz 1=24(LC 10) Max Uplift 1=70(LC 12), 3=70(LC 12), 4=-104(LC 12) Max Grav 1=119(LC 1). 3=119(LC 1), 4=257(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2.4=181/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=oft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 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 toad 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 nonconcurrenfwith 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 70 lb uplift at joint 1, 70 Iti uplift at joint 3 and 104 lb uplift at joint 4. This item has been electronically signed and. sealed by ORegan, Philip, 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. Philip J. O'ReganPE NP48126. 'MiTek USA, Inc:,FL Cart 6634 6904 Parkefast.Blvd. Tampa .FL'313610 Datw April 20,2021 ® 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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent budding 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?P/r QuaOry criteria, DSB-89 and SCSI Bul/dlrrg Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.11 e. For 4 x 2 orientation, locate plates 0- ti+e 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 1 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: ANSIJTP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 C1 Of O 2 U o_ O 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. 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 MiTekB Ail Rights Reserved ,g MiTek � MTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSIrrPI 1. 8. UNess 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 it, 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 ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly staled. E'. f . i _ i Y_ �. '� T.. ,. .. . ., .. ... .. �� ... ' E i i JANUARY 20, 2021 Attach End J w/ (4) 16d Toe & (3) 16d Toe TYPICAL HIP/ KING JACK CONNECTION. STDTL CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175' mph, ASCE 7-10, Exp. B, C up to 60' Meari Roof Height and Exposure D up to 30' Mean Roof Height. ails @ TC ails @ BC Attach King Jack w/ (3) 16d Toe Nails @ TC & BC • Attach Corned ack's w/ (2) 16d To Nails @ TC & BC (. pica!) .� '.. THIS SEAL & ELECTRONIC SIGNATURE CERTIFIES ALL (2) SHEETS IN THIS FILE • � � �� 1��r. �i1 ,n Chambers Truss, Inc. Paul _, Digitally signed 3105 Oleander Ave.by Paul Welch STATE OF Ft. Pierce FI. 34982 • Date:,2021.02.22 *. Welch 15:30:15-05'00'Ph: 772-465-2012 t ij ,. r: ...< JANUARY 20, 2021 TYPICAL HIP/ KING JACK CONNECTION STDTL HVHZ CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp: B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. / \ Attach King and End Jack �J ' w/ (1) THJA26 or Attach King & End Jack's Equivalent Hanger on BC w/ (1) LSTA12 Twist Strap Ca C w/ (10) 10d Nails N lin. Per Stra (3) 16d Tog Nails ~ Attach Corner Jack's an x Standard Jacks w/ (1) L *-C Twist Strap @ TC & BC w/ (10) 10d Nails Min. P CD r O DITION TO ST RAPPING NOTE: IN TOENAIL 13 3TH CHORDS 2 F CORNER JACKS TC 3ARRYING ME BER PER THE FOLL t WING SCHED , E. 2x4: (2) lqq Toe Nails 2x6: (3) 1 qq Toe Nails LSTA12 TWIST STRAP WI MIN. (10) 10D NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION) JACKICORNER JACK (TYP.) NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 70OLS UPLIFT AT ALL CONNECTIONS IN HVHZ Chambers Truss, Inc. 3105 Oleander Ave. Ft. Pierce FI. 34982 Ph: 772-465-2012 02/22/2021 _#IP OR KING JACK (TYP.) e� +~ �. htc�. 29'g45 '••� AtE OF L R1 **fit "`h'F''Yj!•s., ��'����'Artwdp�l I LN51YAti.�