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=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. _T SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less ' S re der Bart p f I 60 degrees Or less Ta411ne so- 12 spanProx 213 {o> Tag Ilno V2 of SP.n' approx. REFER TO SCSI REFER TO SCSI Truss must be set this ways 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. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses i are installed. I • AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. g /1\ WARNING - The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS Hatch Legend ATTIC STORAGE 2.57/12 VAULT CLG CEILING @ 9'- 1" rr[�;,'13EILING @ 101- 1" ♦*�� 4 • `-BEARING . • BEARING i REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 02 EXCEPT AS SHOWN CARRIED CARRYING TRUSS TRUSS HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS THD26-2 THD26-2 (12) 10d nails (12) 10d nails sale (18) 16d nails (18) 16d nails sails *Please refer to Standard Engineering package for general mstuction on mstanmg hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" OCONNECTIONS DESIGNED ANI'1 SI IPPI Im RY (iTHFRS ztDo not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! ztARRANGE WITH CRANE PERATOR IN ADVANCE FOR A SPREADER - AR OF 261 as 30' IN LENGTH!! W-00-00 16-04-00 11-02-00 32-06-00 ,. , °4 A J7 J1 o c �, r <. v1 J3 J5 NOTES: *ALL BEAMS BY OTHERS. *INTERNAL LOAD BEARING WALLS REQUIRED BY TRUSSES AS SHOWN ON THIS LAYOUT. o q J3 o n Js✓, v GRC 2_08 00 7-02-00 *BUILDER IS TO UNDER FRAME CEILINGS AS NEEDED. *TRUSSES DESIGNED & LOADED FOR A.H.U. IN ATTIC OVER GARAGE. 4§. V\ S N S v V y y. v y. \ \ \ , s \ . 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J7C J7c J7 J7c 7V1 VC J7 J7 J7 J7 12 03-11 16-10-00 -p O 18-00-00' 2 0 i0-00-00 o, `� w 4 o r % r r % l rrr /r r / r/ r// o a° o O 00 00 01 0 , r/ r r rrr rr r /r rrrr / r rr /r r c MV4 z 0 9 v J7 p .. J7 r r r 1 /rrr /frr rrr rr r r r r rr r/ r rrrrrrr /r / r r/� rrr r I,, r %1�� r r / r /r r r r /r r r rr r/ /f r/ r/ / r r % rr ,r /. r rrr G r / P r rr -. m J7 J7 cq d 4 .� \. ...,... : \\\ \s\ \ \\ `\\ \\ `\\ IN ..\ .Si .\\ �y J7C p J7 J7 G RR 0 VC JX r c'" a' e > j 2-PLY Y GRE 0400 �)0 o0 $ �✓F 17-04-D H GRK 4 $ uJ 4 J7 J3 .-. 2•PLY J3 PIE800 > J J5A aIS 2-01-15 i I� 1.00-14 F :a a �' ,,^ '�� - '��. Y. ;.- A76 V /A.1'1 P. / dN/A 1C / / / / / / / a AD BEARIN WALL C w -> -, > > > W > > :- 13-04-00 D ATA i /.. / / i / , D R ATA V / AT/TIC SfiORAG� / / G CEILING @ 8'- 1"}) z. ATA. o wc `rt m v m o ¢ "a V4 ¢ ATA C o m m J1 J7 G - �) RIF Q 0 V '(�, p S 9 C GRG 5 a o 4 9 c Q g .6 W J3 r: r. J3 a J1 Ji p p D D q p is rr^ 21-04.00 17-10-00 7-06.00 3-00-M 7-04-00 3-00-00 60-MOO r HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT I Z I i CORNDERJACKS ARE NOT BEVELED. 'F# SEE STANDARD ENGINEERING. f JpY tUO I I �i I I 24" O.C. THRU CORNER JACKS ONLY 24" T 1.1116' CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY -� Scissors Hip Jack Installations cxoRoi OF JAIX nee¢ tgr.r,,L- Englgeenng for nailing ' tletell. WPYfCWRIER - CR I y.I cHORP OF JACK taro. i qEdge ten nailing scissom :k to hip carrier usestraight edge to alignttom of jack withbottom of the back the hip carrier. SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT VARIES END DETAIL: TYPICAL 1-06-00 12 5r- SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT8'- 1" 12 ENE) DETAIL: VAULT CLG 5r"- n' � 2.57 1-06-ro SQUARE CUT END 2X4 TOP CHORD 12 WALL HEIGHT V- 1" 5 T 2 END DETAIL: STEP CLG FILE COPY "- D ry FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED L1.ining dersigned acknowledges and agrees: russes will be made in strict accordance with this truss placement diagram layout, which is the sole authority fo 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 Trust hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. killer 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. Deliver y is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is ible 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 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. voice will be made on delivery and paid within terms of net on delivery. Invoice may be mare at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss asonable attorneys fee for collections in event of payment not timely made. 1-112 % per month service charge will be dded Wall 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 yment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the [ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the ient. . In the event of any litigation concerning this agreement, the items fumbhed hereunder or payments referred to n, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 1, Design responsibilities are per mNational Standard And Recommended Guidelines On Responsibilities For truction Using Metal Plate Connected Wood Trusses ANSI1TPIIWTCA 4 - 2002m Warranty is per Chambers Truss Warranty attached. A spreader bar may be required per "BCSI" to prevent injury & damage. 199i�. 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 area q ired and can save life and property and Is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBe 1604o.1 DESIGN CRITERIA County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MVdFRS(DirectionalyC-C hybrid Wind ASCE 7.10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live *10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category II: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 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: 76843 SCALE: 1/4" = 1i 193 total trusses, 68 unique designs Designer: BLW Reviewed by: - Date: 07/09/20 FOR Ron Raymond DESCRIPTION: KASTE Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76843 ,,i MM `§ ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek � RE: 76843 - KASTE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: RON RAYMOND Project Name: KASTE Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY 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 8r Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 68 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 T20682825 A 7/9/20 15 T20682839 B 1 7/9/20 2 T20682826 . Al 7/9/20 16 T20682840 B2 7/9/20 3 T20682827 A2 7/9/20 17 T20682841 B3 7/9/20 4 T20682828 A3 7/9/20 18 T20682842 B4 7/9/20 5 T20682829 A4 7/9/20 19 T20682843 B5 7/9/20 6 T20682830 A5 7/9/20 20 T20682844 B6 7/9/20 7 T20682831 A6 7/9/20 21 T20682845 B7 7/9/20 8 T20682832 A7 7/9/20 22 T20682846 B8 7/9/20 9 T20682833 A8 7/9/20 23 T20682847 B9 7/9/20 10 T20682834 A9 7/9/20 24 T20682848 B10 7/9/20 11 T20682835 A10 7/9/20 25 T20682849 C 7/9/20 12 T20682836 ATA 7/9/20 26 T20682850 C1 7/9/20 13 T20682837 ATB 7/9/20 27 T20682851 C2 7/9/20 14 T20682838 B 7/9/20 28 T20682852 D 7/9/20 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ER P. �� �• GENS' . • :• No 22839 STATE • ��i t�s • O R 1 O •�N IO N It Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 Finn, Walter 1 of 2 Job Truss Truss Type Qty Ply KASTE T20682826 76843 Al ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:01:36 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz 9A3-RG7VwXmLjCYsDRtclijt2teAt5AaHvbptkc7gXyzpt7 r1-6-0, 6-11-5 10-0-1 15-11-2 22-4-13 28-7-15 31-6--7 , 35-7-1 39-11-3 1-6-0 6-11-5 3-0-12 'I _1 6-5-10 6-3-2 2-10-8 4-0-10 4-0-2 5.00 12 3x12 - 2.57 12 5x6 = 14 13 GO — 12 3x4 11 5x8 = 5x6 = Scale = 1:74.9 6-11-5 18-7-14 , 28-7-15 31-6-7 39-11-3 6-11-5 3-0.12 8-7-13 10-0-1 2-10-8 8-4-12 Plate Offsets_(X,Y)— [2:0-0-13,0-0-2], [5:0-4-0,Edge], [6:0-2-4,0-1-12], [11:0-3-4,0-3-0], [16:0-4-0,0-3-4], [17:0-8-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in ([cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.59 15-16 >811 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -1.08 15-16 >438 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 23 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.81 17 >589 240 Weight: 243 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 cc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 2-17: 2x4 SP M 31, 8-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-8-9 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-17, 7-16, 7-15, 9-13, 10-12 11-12: 2x4 SP M 30, 4-17: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 23=0-7-4 Max Horz 2=395(LC 12) Max Uplift 2=-1023(LC 12), 23=-916(LC 12) Max Grav 2=1596(LC 17). 23=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5974/4080, 34=5681/3981, 4-6=-5751/4123, 6-7=-2899/2160, 7-8=-2775/2204, 8-9=2682/2018, 9-10=1678/1235, 12-19=-1003/1381, 11-19=-1003/1381 BOT CHORD 2-18=-4117/5748, 17-18=-4133/5767, 16-17=-2353/3281, 15-16=-1449/2028, 8- 1 5=3 82/444, 12-13=739/962 WEBS 3-17=-252/204,4-17=-273/280, 6-17=-1921/2710,6-16=-11551992, 7-16=-893/1479, 7-15=697/1023, 13-15=-1496/2138, 9-15=-945/1221, 9-13=-2101/1633, 10-13=-864/1260, 10-12=-1549/1206,11-23=-1452/1082 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-11 to 2-5A, Interior(1) 2-5A to 22A-13, Exterior(2) 22-4-13 to 26A-11, Interior(1) 26-4-11 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1023,23=916. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51IM020 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 bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: m'1r�� MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Jab Truss Truss Type Qty 7PIyKASTET20682827 76843 A2 Roof Special 1 Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 911:01:38 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-NfFFLDobEpoaT10?971L71kWQv2lo56K25EIPyzpiR r1 6-0 6-11-5 10-0-1 15 11-2 224-13 28-7-15 336 -7 39-11-3 1-6 D 6-11-5 3-0-12 5-11-1 6 5 10 6-3-2 410 8 6-0-12 5x6 = 5.00 12 13 12 11 3x12 :—� 2.67 12 3x4 11 4x10 = 3x4 11 Scale = 1:74.6 22 I I" LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.73 BC 0.76 WB 0.95 Matrix -MS DEFL. in (loc) I/deb Ud Vert(LL) -0.58 14-15 >825 360 Vert(CT) -1.07 14-15 >444 240 Horz(CT) 0.40 22 n/a n/a Wind(LL) 0.80 16 >595 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, BOT CHORD 2x4 SP M 30 'Except- except end verticals. 2-16: 2x4 SP M 31, 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-16, 7-15, 7-14, 10-12 10-11: 2x4 SP M 30, 4-16: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 22=0-7-4 Max Horz 2=345(LC 12) Max Uplift 2=-1030(LC 12), 22=-909(LC 12) Max Gram 2=1581(LC 17), 22=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5922/4052, 34=5625/3949, 4-6=-5694/4091, 6-7=-2854/2156, 7-8=-2778/2211, 8-9=-2728/2020, 9-10=1575/1144 BOT CHORD 2-17=-4036/5713, 16-17=-4053/5731, 15-16=-2293/3251, 14-15=-1395/2002, 8-14=-408/458 WEBS 3-16=257/207, 4-16=-273/280, 6-16=489412699, 6-15=41521985, 7-15=-886/1476, 7-14=708/1027, 12-14=4240/1743, 9-14=-716/998, 9-12=4793/1417, 10-12=4347/1864, 10-22=-1486/1093 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-5-4, Interior(1) 2-5-4 to 224-13, Exterior(2) This item has been 224-13 to 264-11, Interior(1) 26-4-11 to 39-2-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber electronically signed and DOL=1.60 plate grip DOL=1.60 sealed by Finn, Walter, PE 3) Provide adequate drainage to prevent water ponding. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. 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. 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=10.0psf. signed and sealed and the 7) Bearing atjoint(s) 2, 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. on any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1030, 22=909. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®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 property Incorporate this design Into the overall building design. Bracing indicated is buckling to prevent of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek( fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1VTPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ICASTE T20682828 76843 A3 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 911:01:39 2020 Page 1 r11-66-0, 66--111-1 I D:T_cuOc3AgzBzrH hAYbTa Uwz_9A3-rroeZZpD77wR4vbBj rGagVGh FJBGTFMFZim H syzpiQ -0 15111-2 2-4-103 28-7315 3517 911-310 23123-0---0 1-55 3x12 - 2.57 12 18-7-14 5.00 12 54 = 13 12 11 3x4 11 5x8 = 3x4 II Scale=1:74.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.72 BC 0.76 WB 0.95 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.58 14-15 >825 360 -1.07 14-15 >444 240 0.36 22 n/a n/a 0.79 16 >602 240 PLATES MT20 MT18HS Weight: 231 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 2-16: 2x4 SP M 31, 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-10 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-16, 7-15, 7-14, 12-14 10-11: 2x4 SP M 30, 4-16: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 22=0-7-4 Max Horz 2=334(LC 11) Max Uplift 2=-1035(LC 12), 22=-903(LC 12) Max Grav 2=1575(LC 17), 22=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5908/4021, 3-4=5609/3915, 4-6=-5679/4056, 6-7=-2839/2150, 7-8=-2793/2230, 8-9=2768/2024, 9-10=-1360/966 BOT CHORD 2-17=3955/5714, 16-17=-3971/5732, 15-16=-2232/3251, 14-15=-1339/2000, 8-14=-478/530 WEBS 3-16=258/211, 4-16=-272/279, 6-16=-1865/2698, 6-15=-11521979, 7-15=-880/1478, 7-14=734/1068,12-14=-1027/1454,9-14=-797/1135,9-12=-1654/1305, 10-12=-1268/1795, 10-22=-1558/1127 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-5-4, Intedor(1) 2-5-4 to 22-4-13, Exterior(2) 22-4-13 to 26-4-11, Interior(1) 26-4-11 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 2, 22 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=1035, 22=903. ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 MiTek* 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty 76B43 A4 ROOF SPECIALReference [IyTKASTET20682829 (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:01:41 2020 Page 1 ID:T cu0o3AgzBzrHhAYbTaUwz 9A3oEw0_EgUXkB9KClagFJ2lwM1j6rrx8GY10KuMkyzpi0 r1 6-0 , 6 11-5 10-0-1 15111-2 20-8-12 24-0-14 28-7-15 33-2-11 37-6-7 39-0-0 '1-6-0 ' 6-11-5 ' 3-0-12 5-11-1 4-9-10 3-4-2 4-7-1 4-6-12 4-372 1-9-9 Scale = 1:71.2 5.00 12 5x6 = 5x8 MT18HS = 16 15 14 13 3x10 � 2.57 12 3x4 II 4x10 = 3x6 4x4 = 6-11-5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.72 BC 0.88 WB 0.99 Matrix -MS DEFL Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.69 19-21 >685 360 -1.57 19-21 >299 240 0.43 13 file n/a 0.93 19-21 >503 240 PLATES MT20 MT18HS Weight: 236 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc pudins, BOT CHORD 2x4 SP M 30'Except* except end verticals. 2-21: 2x4 SP M 31, 9-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-21, 6-19 4-21: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 2=0-8-0 Max Horz 2=322(LC 11) Max Uplift 13=-909(LC 12), 2=-1030(LC 12) Max Grav 13=1448(LC 1), 2=1542(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5737/4079, 3-4=-5514/3996, 4-6=-5581/4145, 6-7=-2328/1889, 7-8=-2095/1814, 8-9=-2295/1891, 9-10=2675/2082, 10-11=-1698/1266, 11-12=-688/504, 12-13=-1417/1055 BOT CHORD 2-22=-3954/5544, 21-22=-3972/5575, 19-21=-2223/3054, 18-19=-1462/2123, 17-18=-1755/2423, 9-17=-137/338, 14-15=-554/751 WEBS 4-21=-267/294, 7-19=-545/852, 8-18=-401/525, 9-18=-633/507, 15-17=-119511647, 10-17=-748/1042, 10-1 5=-1 182/954, 11-15=-687/961, 11-14=-1338/1053, 12-14=-1118/1528, 6-21 =-1 909/2822, 6-19=-1306/1062 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-4-8, Interior(1) 2-4-8 to 20-8-12, Exterior(2) 20-8-12 to 28-0-1, Interior(1) 28-0-1 to 39-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except (jt=lb) 13=909,2=1030. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 MiTek- 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE 176843 T20682830 A5 Hip 1 1 Job Reference (optional) cnamoers I russ, Inc., rOrr Pierce, t-L t1.33U s May to zuzU Mi I eK Inaustnes, Inc. I nu JUI 9 11:U1:42 2u2u Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-GOUmBar612J7xMKmOzgH18uD4W9hgbaiFg3SuByzpiN t1-6-0, 6-11-5 10-0-1 15:11-2 19-0-0 25-9-10 28-7-15 33-1-2 37-6 4 43-B-0 1-6-0 6-11-5 3-0-12 5-11-1 3-0-14 6-9-10 2-10-5 4-5-2 4-5-2 1;- Scale = 1:78.9 5.00 12 5x8 = 4x6 5x6 WE 6 3x4 11 5 30 4 3x4 3 7 31 5x6 = 328 4x5 9 56 33 10 \ 11 I �34 �14X429 16c 2 21 20 19. 18 35 17 5x8 :Z:ZZ� 13 N 1 3x4 11 7x14 MT18HS = 3x6 = 3x819 Ib 3x4 = 15 14 3x4 II 6x8 = 3x8 II 3x10 2.57 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(L-) -0.44 20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.90 19-20 >497 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.65 20 >686 240 Weight: 257 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc pudins. BOT CHORD 2x4 SP M 30 -ExcepV BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 9-15: 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 7-17, 10-14 WEBS 2x4 SP No.3 *Except* 4-20,11-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (size) 2=0-8-0, 14=0-3-8 Max Horz 2=355(LC 11) Max Uplift 2=-967(LC 12), 14=-1178(LC 12) Max Grav 2=1463(LC 17), 14=1892(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5396/3806, 34=5085/3705, 4-6=-5183/3887, 6-7=-2304/1945, 7-8=-1687/1607, 8-9=-1842/1673,9-10=-1890/1651,10-11=-203/426,11-13=-358/459 BOT CHORD 2-21=-3511/5249, 20-21=-3523/5267, 19-20=-1847/2812, 17-19=-1341/2247, 16-17=-1173/1711, 13-14=-380/425 WEBS 3-20=270/225, 4-20=312/346, 6-20=-1829/2665, 6-19=-1043/922, 7-19=-707/1103, 7-17=-667/452, 8-17=-265/460, 14-16=-715/919, 10-16=-595/913, 10-14=-2021/1579, 11-14=-417/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-9-12, Interior(1) 2-9-12 to 19-0-0, Exterior(2) electronically signed and 19-0-0 to 25-2-2, Interior(1) 25-2-2 to 25-9-10, Exterior(2) 25-9-10 to 31-11-11, Interior(1) 31-11-11 to 43-8-0 zone;C-C for members sealed by Finn, Walter, PE and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Provide adequate drainage to prevent water ponding. Printed Copies Of this 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify On any electronic Copies. capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) Walter P. Finn PE No.22839 2=967, 14=1178. MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ITS! a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery,erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety'Normatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T Job Truss Truss Type city Ply KASTE T20682831 76843 A6 Hip 1 1 Jab Reference o tional vuauwma nu , rui i na.co, r� a.ddU s may a zuzu MI I eK Inaustrles, Inc. i nu JUI U 11:U1:43 202u I -age 1 I D:T_cuOc3AgzBzrHhAYbTaUwz_9A3-kc28Pwsk3MRsZWvyygL WgLRMTwXg P5brU Kp?Qdyzp iM 1-6-0 6-11-5 10-0-1 17-0-0 22.4-13 27-9-10 2 7- 5 33-1-1 37-6.3 43-8-0 11i 0 6 11-5 3-0-12 6 11-15 5-4-13 5 4-13 0-10- 4-5-2 4-5-2 6 1-13 5x8 = 3x4 II 5x6 =3x4 II 5.00 12 , 6 327 33 8 9 3x6 5x6 WB � 4x8 ' 10 3x6 3x4 - 5 31 34 11 3x4 I 3 4 12 35 30 17 Sx8 = 2 21 20 79 18 22 1 3x4 II 7x8 MT18HS = 3x5 = 3x6 —3x8 = 16 15 I I = 3x8 � 2.57 12 3x4 6x8 28-7-15 Scale = 1:79.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.71 BC 0.79 WB 0.81 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.38 21 >999 360 Vert(CT) -0.72 20-21 >621 240 Horz(CT) 0.34 15 n/a n/a Wind(LL) 0.56 21 >798 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc pudins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. 9-16: 2x4 SP No.3 WEBS 1 Row at midpt 5-20, 15-17, 10-15 WEBS 2x4 SP No.3 *Except' 5-21: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 -H 2-6-0 REACTIONS. All bearings 6-3-8 except Qt=length) 2=0-8-0. (lb) - Max Horz 2=319(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-919(LC 12), 14=-680(LC 21), 15=-1508(LC 12), 14=-559(LC 1) Max Grav All reactions 250 lb or less at joint(s) except 2=1326(LC 1), 14=281(LC 12), 15=2548(LC 1), 15=2548(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4690/3631, 3-5=4355/3595, 5-6=-2281/1965, 6-7=-183211755, 7-8=-1832/1755, 8-9=1213/1301, 9-10=1207/1182, 10-12=-907/1713, 12-14=-1063/1735 BOT CHORD 2-22=-3345/4558, 21-22=-3356/4572, 20-21=-3098/4068, 18-20=-1473/2074, 17-18=-741/1153,9-17=-221/319,14-15=-1488/1028 WEBS 3-21=-284/190, 5-21=-734/1170, 5-20=-2126/1728, 6-20=-510/809, 6-18=468/249, 7-18=331/404, 8-18=-760/1007, 8-17=-506/257, 15-17=-234/298, 10-17=-737/1192, 10-15=-2419/1886, 12-15=-479/533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-9-12, Interior(1) 2-9-12 to 17-0-0, Exterior(2) 17-0-0 to 23-2-2, Interior(1) 23-2-2 to 27-9-10, Exterior(2) 27-9-10 to 33-11-11, Interior(1) 33-11-11 to 43-8-0 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 919 lb uplift at joint 2, 680 lb uplift at joint 14, 1508 lb uplift at joint 15 and 680 lb uplift at joint 14. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply KASTE T20682832 76843 A7 Hip 1 1 Job Reference (optional) unamaers I russ, Inc., tort tierce, t-L B.JJU S May 6 ZUZU MI I eK maustnes, Inc. I nu JUI 9 I I:U1:4b ZUZU Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz 9A3-g?Avpct bzhaog3L35N wmwlxkGPt?j8xel6WyzpiK 2-7-8 5-10-8 13-3-5 19-6-7 $0-8-2 26-5-5 34-6-8 ' 2-7.8 ' 3-3-0 ' 7-4-13 ' 6-3-2 -1-11 5-9-3 8-1-3 3x4 5.00 12 4x8 = 3 26 2x3 11 4x8 = 4 27 28 29 5 Scale = 1:60.6 6x8 = 3x4 II 2x3 II 3x10 = 4xB 11 2x3 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.52 BC 0.58 WB 0.83 Matrix -MS DEFL. in Vert(LL) -0.21 Vert(CT) -0.38 Horz(CT) 0.19 Wind(LL) 0.28 (loc) I/deft L/d 9-10 >999 360 9-10 >999 240 8 n/a n/a 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 210 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc puriins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 2-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 5-14, 9-12 SLIDER Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (size) 8=0-3-8, 19=0-3-8 Max Horz 19=-205(LC 12) Max Uplift 8=-780(LC 12), 19=-807(LC 12) Max Grav 8=1273(LC 1). 19=1273(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-11501791, 2-3=-1621/1291, 3-4=-2482/2076, 4-5=-2482/2076, 5-6=-2777/2199, 6-8=-2313/1819, 1-19=-1237/867 BOT CHORD 2-17=-659/695,16-17=-513/1156,14-16=-818/1461,13-14=-1728/2542, 12-13=-1730/2540, 8-9=1538/2068 WEBS 2-16=-473/594, 3-16=-276/348, 3-14=979/1222, 4-14=459/539, 5-12=-475f760, 6-12=-174/553, 6-9=-609/589, 1-17=-855/1275, 9-12=-1621/2179, 17-19=-227/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-7-3, Interior(1) 3-7-3 to 5-10-8, Exterior(2) 5-10-8 to 10-9-2, Interior(1) 10-9-2 to 20-8-2, Exterior(2) 20-8-2 to 25-6-12, Interior(1) 25-6-12 to 34=6-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 780 lb uplift at joint 8 and 807 lb uplift at joint 19. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: y It MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 T Job Truss Truss Type city Ply KASTE T20fi82833 76843 AB Hip 1 1 Job Reference (optional) L,namDers I cuss, Inc., ron rierce, rL tf.33U s May b ZUZU MI I eK Industries, Inc. I nu Jul u 1 i:ui.4b ZUZU rage 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-8BjHlyucMHpRO_eXdpuDS_3xd7dMcQ1HAHlflyyzpiJ 3-10-8 9-2-0 14-5-7 19.6-7 22-8-2 27-11-13 34 6 8 3-10-8 5-3-8 = 5-3-83-1-11 5-3-11 6-6-12 5.00 12 4x8 = 2 24 3x5 4x5 = 06 = 30 II 3x4 = 5x8 = 325 4 5 26 27 6 7 28 Scale=1:60.5 3x6 II 3x4 = 4x8 = 3x4 II 3x4 II 6x8 = 2x3 II 5x8 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.46 BC 0.54 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.23 14-15 >999 360 -0.45 14-15 >910 240 0.19 10 n/a n/a 0.33 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 5-16,6-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 -H 2-6-0 REACTIONS. (size) 10=0-3-8, 19=0-3-8 Max Horz 19=-205(LC 12) Max Uplift 10=-780(LC 12), 19=-807(LC 12) Max Grav 10=1273(LC 1),19=1273(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=917/800, 2-3=-1583/1423, 3-5=-3070/2494, 5-6=-3100/2513, 6-7=-3275/2666, 7-8=2029/1703, 8-10=2321/1851, 1-19=-1240/1103 BOT CHORD 17-18=4251794, 5-15=-284/324, 14-15=-2331/3315, 11-12=-1585/2061, 10-11=-1585/2081 WEBS 2-18=712/690, 2-17=-912/1150, 3-17=-1305/1093, 15-17=-1096/1645, 3-15=-1291/1792, 6-15=-297/213, 12-14=1561/2227, 7-14=-152612180, 7-12=-10901787, 8-12=-366/337, 1-18=-930/1139 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 8-9-2, Interior(1) B-9-2 to 22-8-2, Exterior(2) 22-8-2 to 27-6-12, Interior(1) 27-6-12 to 34-6-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate This item has been grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Finn, Walter, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 780 lb uplift at joint 10 and 807 lb uplift document are not considered at joint 19. signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated buckling Is to prevent of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f quality Criteria, DSB-89 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety rn/ormaflon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T Job Truss Truss Type Ply KASTE �Qty T20682834 76843 A9 Roof Special 1 1 Job Reference (optional) �.nanu.c,a nu i ruu norm, o.A3U s May 5 ZUZG Mt I eK Inaustnes, Inc. I nu Jut y I1:U1Ad ZUZU Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-5arlSewtuu39fHnwkExhXP8H7xJE4LwaebWm6gyzpiH 1-10-8 4-7.8 12-1-8 17-1-8 24-8-2 2 5-1 32-2.8 34.6-8 1-10-8 2-9-0 7-6-0 5-0-0 7-6-10 -9- 6-8.14 2-4-0 Scale = 1:60.7 5.00 12 4x8 = 5x6 = 4x4 = 3x6 = 3x8 = 5x6 = 4x5 = 4x4 = 2 3 26 4 5 27 6 28 29 7 8 — „ 3x6 11 4x8 = 1-10-8 7x8 = 2x3 II 17-1-8 25-2-8 25-5,1( 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.20 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.39 21-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 12 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.30 19 >999 240 Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0.8 oc pudins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 3-23,4-20,10-13,7-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-21, 10-16 REACTIONS. (size) 12=0-3-8, 25=0-3-8 Max Horz 25=24(LC 12) Max Uplift 12=-795(LC 12), 25=-788(LC 12) Max Grav 12=1261(LC 1), 25=1265(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=544/444, 2-3=-1420/1175, 3-4=-2794/2193, 4-6=-2745/2155, 6-7=-2700/2153, 7-8=-2717/2167,8-9=-2783/2205,9-10=-2538/1991,10-11=-817/660,11-12=-1226/990, 1-25=-1238/1002 BOT CHORD 3-22=-978/883, 21-22=-1183/1469, 4-21=-348/397, 18-19=-202/293, 15-16=1891/2394, 14-15=-702/868,10-14=-1154/1049.7-16=-205/263 WEBS 2-24=1131/925, 22-24=-337/461, 2-22=-1288/1635, 3-21 =1 107/1468, 6-19=799/732, 11-14=-1209/1492,1-24=-827/1073,19-21=-1721/2269,16-19=-1667/2113, 6-21=-389/504, 6-16=-372/422, 9-15=-1262/1097, 10-15=-1431/1856, 8-15=-371/605, 8-16=-412/577 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-4-0, Interior(1) 5-4-0 to 24-8-2, Exterior(2) 24-8-2 to 25-5-10, Interior(1) 25-5-10 to 34-4-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Alf plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 12 and 788 lb uplift at joint 25. ®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 MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 quality Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: July 9,2020 Nat MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682835 76843 A10 Roof Special 1 1 Job Reference (optional) 3x8 = r.n ,-,c, o.30V s may o LULU MII ex mousmes, Inc. I nu Jul s ii:ui:6t zuzu rage i ID:T_cuOc3AgzBzrHhAYbTaUvrz_9A3-vSht8tnzTWgjrbSobQE6b4BOvV WAOL2z6OMhDzyzpiS 4-7-8 12-1-8 18$-0 25-2-8 32-2.8 34-6-8 4 7-8 7-6-0 6-6-8 7-0-0 2-4-0 4x5 = 4x6 = 3x4 II 3x8 = 4x6 = 3x4 II Scale = 1:59.6 5x12 = 3x4 II IQ 6x8 = 3x4 II 3x4 II 6x8 = 3x4 II 5x6 II 6x8 = 4-7-a 1z-1-8 18-8-0 25-2-8 32-2-8 34-6-8 4-7 8 7 6 0 6-6-8 6 6 8 7-0-0 2 4-0 Plate Offsets (X,Y)— [3:0-3-0 Edge], [6:0-3-0,Edge] [18:0-6-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.28 4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.53 15-16 >774 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.42 4 >974 240 Weight: 219lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 15-17,13-15: 2x4 SP M 30 6-0-15 oc bracing: 17-18 8-6-4 oc bracing: 12-13 9-5-12 oc bracing: 10-11. WEBS 1 Row at micipt 2-17, 8-13 REACTIONS. (size) 20=0-3-8, 10=0-3-8 Max Uplift 20=-790(LC 12), 10=-790(LC 12) Max Grav 20=1267(LC 1), 10=1267(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=1212/975, 1-2=1831/1395, 2-4=-3634/2719, 4-5=-3543/2653, 5-7=-3079/2314, 7-8=3155/2367 BOT CHORD 2-18=977/883, 17-18=1457/1919, 4-17=-374/429, 15-16=-208/251, 7-13=-361/415, 12-13=-736/951, 8-12=-52/271, 10-11=-551/699 WEBS 1-18=1630/2138, 2-17=-1358/1824, 15-17=-1970/2686, 5-17=-547/696, 5-15=-710/674, 13-15=-1999/2715,5-13=-271/190,8-13=-1756/2361,8-10=-1473/1163 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-7-3, Interior(1) 3-7-3 to 344-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Finn, Walter, PE 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) a Digital Signature. using I g g 20=790,10=790. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No22839 MITek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Ply KASTE �Qty T20682836 76843 ATA ATTIC 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 Mr rek Industries, Inc. Thu Jul 9 11:01:49 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-ZmPQfzwVfCBOHRM6IxSw4chKTLgRpshksFGJeHyzpiG 12-1-11 4-5-0 6-0-4 9-2.5 9-2r610.8-0 12-1-10 14-9-12 16-11-0 21-4-0 22-10-0 4-5-0 2-1-0 ' 2-8-1 0-d-2 1-5-10 1-5-10 0-d-2 2.8.1 2-1-0 4-5-0 Scale = 1:39.4 oy 3x6 = 3x5 = 3x4 = 5x8 MT18HS = 3x4 = 3x5 = I� 6-6-4 14-9-12 21-4-0 6-6-4 ' 8-3-8 6-6-4 Plate Offsets (X,Y)— [6:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.36 12-14 >712 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.61 12-14 >421 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 12-14 >999 240 Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-182(LC 10) Max Uplift 2=-498(LC 12), 10=-498(LC 12) Max Grav 2=1196(LC 18), 10=1196(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2620/829, 3-4=-2275/683, 4-5=-1914/675, 5-6=-61/823, 6-7=61/823, 7-8=1914/674, 8-9=-2275/683, 9-10=-2620/828 BOT CHORD 2-14=-629/2495, 12-14=-385/1968, 10-12=-656/2420 WEBS 8-12=130/844, 4-14=-130/844, 5-7=-2832/773, 3-14=-666/342, 9-12=-665/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Interior(1) 13-8-0 to 22-10-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 10-8-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 2 and 498 lb uplift at joint 10. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 my MITek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type city, Ply KASTE T20682837 76843 ATB ATTIC 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MTek Industries, Inc. Thu Jul 9 11:01:50 2020 Page 1 I D:T_cuOc3AgzBzrHhAYbTaUwz_9A3-1 yzotJx7QVJtvbxlsez9dgDVRI_eYJwt5v?WyzpiF 12-1-11 -1-6-0 4-5-0 6-6-0 9.2-5 9- 6 11-1-1112-1-10 14-9-12 16-11-0 20-8-0 1-0-0 4.5-0 2-1-0 2-8-1 0- -2 1-5-10 1-5-10 0 -2 2-8-1 2-1-0 3-9-0 Scale=1:35.7 9 3x6 = oxa 3x4 = 5x8 MT18HS = 3x4 = 3x6 = 6-6-4 14-9-12 20-8-0 6.6.4 8-3-8 5-10.4 Plate Offsets (X,Y)— [6:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.34 11-13 >731 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.57 11-13 >435 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.21 11-13 >999 240 Weight: 104 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=176(LC 11) Max Uplift 10=-342(LC 12), 2=-493(LC 12) Max Grav 10=1107(LC 19), 2=1165(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2499/821, 3.4=-2151/658, 4-5=-1804/655, 5-6=-59/772, 6-7=-49/764, 7-8=1814/678, 8-9=-2118/688, 9-10=-2377/845 BOT CHORD 2-13=-711/2372, 11-13=-439/1840, 10-11=-701/2157 WEBS 4-13=-120/815, 8-11 =-1 36/725, 5-7=-2645/778, 3-13=-672/343, 9-11=-485/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Interior(1) 13-8-0 to 20-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 10-8-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 lb uplift at joint 10 and 493 lb uplift at joint 2. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ®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 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 buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, DSO-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Job Truss Truss Type City Ply KASTE T20682838 76843 B ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:01:51 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-V9XA4fylApRkXIW VQMU091 mms8KOHk51 KZIQi9yzpiE L$-0i till-5 10-0-1 15A1-2 22-4-13 28-9-3 32-1'1-10 37-2-0 39-'11-3 1-6-0 ' 6 11-5 3-0-12 5 11-1 6-5 10 6 4-6 4-2-6 4-2-6 2-9-3 5.00 12 3x5 = 2.57 12 56 = Scale = 1:76.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.62 BC 0.54 WB 0.71 Matrix -MS DEFL. in (loc) Udefl L/d Vert(LL) -0.35 14-16 >999 360 Vert(CT) -0.55 14-16 >651 240 Horz(CT) 0.05 23 n/a n/a Wind(LL) 0.27 18-22 >451 240 PLATES GRIP MT20 2441190 Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. 4-17: 2x6 SP No.2 WEBS 1 Row at midpt 6-17, 7-14 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 17=0-8-0, 23=0-7-4 Max Horz 2=507(LC 12) Max Uplift 2=-422(LC 12), 17=-1306(LC 12), 23=-646(LC 12) Max Grav 2=404(LC 21), 17=1553(LC 1). 23=1040(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-493/1229, 3-4=-658/304, 4-6=-548/318, 6-7=-1283/920, 7-8=-1801/1423, 8-9=1576/1194, 9-10=552/466, 12-19=-689/924, 11-19=689/924 BOT CHORD 2-18=1689/428, 17-18=-1493/413, 16-17=-746/1181, 14-16=-733/1069, 13-14=-903/1168, 12-13=-391/527 WEBS 3-18=-905/216, 3-17=-628/1971, 4-17=-255/241, 6-17=-1 60811483, 7-16=-161296, 7-14=-707/965, 8-14=960/878, 9-14=-382/672, 9-13=-947/763, 10-13=-513/810, 10-12=-980/715,11-23=-1053/803 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-5-4, Interior(1) 2-5-4 to 22-4-13, Exterior(2) 22-4-13 to 26-4-11, Interior(1) 26-4-11 to 37-2-0, Exterior(2) 37-2-0 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 2, 1306 lb uplift at joint 17 and 646 lb uplift at joint 23. ® 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, OSB•09 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Job Truss Truss Type Qty Ply KASTE T20682839 76843 B1 ROOF SPECIAL 1 1 Job Reference (optional) unamuers i russ, Inc., run rlerce, M 6.33U s May b ZUZU MI I eK Industries, Inc. I nu Jul 9 1 T.ul:bz 2uzu rage 1 ID:T cuOc3AgzBzrHhAYbTaUwz 9A3-zL5YH7zNx7Zb8v5hz31diFJ_gYf2OAdAYDUzFbyzpiD 6-11-5 10-0-1 12.8-0 17-1-6 22-4-13 27-10-4 30-9-3 3 -7-1 35-1-3 39-2-0 39 11 3 6-11-5 3-0-12 2-7-15 4-5-7 5-3-7 5-5-7 2-10-15 0. 0-1 3.5-0 4-0-13 -9- 2 �1 5x6 = 5.00 12 8 4x5 % 34 3x6 7:�'- 7 4x8 � 5 6 4 3x5 3 514 = 25 24 33 3x6 =3x8 = 28 27 29 6x10 = 3x5 2.57 12 35 4x5 45 = 9 5x6 = 10 11 z 1 23 7x8 = 4x10 20 19 Scale=1:74.7 4x12 = 3x6 = 12 14 13 o M I9 a 4 15 18 17 G0 4xl0 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(L-) -0.21 24-26 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.45 24-26 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.13 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 23-24 >999 240 Weight: 233 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-27,12-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-9 cc bracing. Except: WEBS 2x4 SP No.3 *Except* 4-28: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 28=0-8-0, 15=0-7-3 Max Horz 2=492(LC 12) Max Uplift 2=-308(LC 12), 28=-1465(LC 12), 15=-617(LC 12) Max Grav 2=256(LC 21), 28=1829(LC 1). 15=1050(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=97/844, 34=-1282/1330, 5-7=-367/97, 7-8=-1405/1069, 8-9=1406/1082, 9-10=-3591/2626,10-11=-3209/2324,11-12=-2816/2108 BOT CHORD 2-29=-1166/0. 28-29=967/0, 5-26=-249/262, 24-26=-935/1250, 23-24=-1609/2197, 22-23=-2114/2856, 21-22=-2120/2859, 15-16=-625/847, 11-21=-532/406 WEBS 3-28=-786/2077, 4-28=826/549, 26-28=-1467/1316, 4-26=-940/1344, 7-26=-1261/1239, 8-24=-474/760, 9-24=-1103/972, 9-23=-1090/1580, 10-23=-1412/1059, 11-23=-259/485, 3-29=-920/271, 16-21=582/770, 12-21=-1565/2120, 12-15=-1277/943 10-0-0 oc bracing: 16-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-11 to 2-5-4, Interior(1) 2-5-4 to 22-4-13, Exterior(2) This item has been 22-4-13 to 26-3-11, Interior(1) 26-4-11 to 39-2-0, Exterior(2) 39-2-0 to 39-9-7 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Finn, Walter, PE 4) All plates are 3x4 MT20 unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies 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 will fit between the bottom chord and any other members. document are not Considered 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. Signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2, 1465 lb uplift at on any electronic copies. joint 28 and 617 lb uplift at joint 15. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 611912020 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 my a 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 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job --] Truss Truss Type oty Ply KASTE T20682840 76843 62 ROOF SPECIAL 1 1 Job Reference (optional) i.nenwers r rubs, urL., rout nerve, rL 6 -5 10-0-1 12-1-0 17-1.6 8.330 s May 6 2020 MI I ex 1ndusirles, Inc. Thu Jul 9 11:Oi:88 2020 rage l ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-s6K37NOu?L4OdWOSCv4zs5Tft9_ZywOmTrSBONyzpi9 22-4-13 27.8-3 31-7-15 32-9-a 39-11-3 6.11.52.7-15 4.5.7 5-3-7 5-3-6 3-11-12 -1-0 7-2-0 Scale = 1:74.6 5x6 = 5.00 12 8 3x4 II 4x5 29 30 4x5 3x6 7 9 3x4 1 6x8 = 5x8 MT18HS = 5x14 = 6 10 48 -�-' 5 11 12 4 3x5 3 �t14 = 18 17 = 27 �I N 28 3x6 =3x8 = 4 2 21 20 15 14 1322 4 1 6x10 = 3x4 II 3x4 II 3x4 II 3x4 I 6x8 = 3x5 2.57 12 8.11.5 10.0.1 10 0 12-8-0 22-4-13 31-7-15 2-9-3 3911-3 r 6-11.5 3712 00 , 2-0-0 9-8-13 9.3.2 -1A 7-20{ Plate Offsets KY)— [2:0-1-8,0-0-6], [9:0-1-0,0-1-8], [12:0-3-12,0-3-0], [14:0-2-8,0-2-0], [16:0-2-8,0-3-0], [21:0-74,0-34] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Lid PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.26 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.57 16-17 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.16 27 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.39 16-17 >904 240 Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, BOT CHORD 2x4 SP M 30 'Except* except end verticals. 5-20,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 12-14 4-21: 2x6 SP No.2, 14-16: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 21=0-8-0, 27=0-7-4 Max Horz 2=457(LC 12) Max Uplift 2=-303(LC 12), 21=-1475(LC 12), 27=-597(LC 12) Max Grav 2=241(LC 21), 21=1859(LC 1), 27=962(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1531935, 34=-1345/1467, 4-5=-379/244, 5-7=-267/174, 7-8=-1358/1029, 8-9=1361/1034,9-10=4082/2914,10-11=-3961/2811,11-12=-1662/1167 BOT CHORD 2-22=-1084/0, 21-22=-972/0, 5-19=-251/266, 17-19=-838/1180, 16-17=-1527/2116 WEBS 3-22=9221274, 3-21=799/2083, 4-21=-785/498, 19-21=-1630/1436, 4-19=-855/1279, 7-19=-1423/1336, 7-17=-127/250, 8-17=-441/730, 9-17=-1090/961, 9-16=-1410/2076, 14-16=-2472/3570, 11-16=-1823/2587, 11-14=-3799/2792, 12-14=-1122/1616, 12-27=-996/719 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-5-4, Interior(1) 2-5-4 to 22-4-13, Exterior(2) 22-4-13 to 26-4-11, Interior(1) 26-4-11 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2, 1475 lb uplift at joint 21 and 597 lb uplift at joint 27. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Con 8834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 0 Job Truss Truss Type city Ply KASTE T20682841 76843 133 ROOF SPECIAL 1 1 Job Reference (optional) rrnr n, ri� 8.330 s May o LULU Mi t ek mcusutes, inc. Thu dui a 11:u1:57 zuzu rage 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-KJuRLil WmfCtFgzemcboPlOplZMPhOxviVCkwpyzpi8 r1-6-0 6-11-5 10-0-1 12-8-0 17-1.6 22-4-13 27-63 M;7-15 34.9.3 39-11-3 6-11-5 3-0-12 ' 2-7-15 i 4-5-7 5-3-7 5.3-6 3-11-12 3-1-4 5.2-0 Scale=1:74.6 5x6 = 6.00 12 8 3x4 II 45 29 30 4x6 3x6 i�:- 7 9 3x4 11 6x8 = 4x8 5 6 10 6x8 = 5x14 = 4 11 12 3x5 3 t14 = 18 17 1 _ 6x Iq 27 14 28 3x6 =3x8 2 21 20 15 14 13 n �1 22 6x10 = 3x4 II 3x4 I 5x8 = 3x4 II 0 3x4 I 3x5 2.57 12 10-0-1 10�r0 12-e-0 22-4-13 31-7-15 34.9.3 39-01-3 3-0-12 0- - 5 2-0-0 9A-13 932 3.1-0 5-2-0 Plate Offsets (X,Y)— [2:0-2-8,0-1-3],[9:0-1-4,0-1-8],[12:0-3-12,0-3-01,[16:0-2-4,0-3-0],[21:0-7-4 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.24 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.54 16-17 >664 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 27 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.36 16-17 >996 240 Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc puffins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-20,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-5 oc bracing. WEBS 2x4 SP No.3 *Except* 4-21: 2x6 SP No.2 OTHERS 2x8 SP 240DF 2.0E REACTIONS. (size) 2=0-8-0, 21=0-8-0, 27=0-7-4 Max Horz 2=421(LC 11) Max Uplift 2=-330(LC 12), 21=-1446(LC 12). 27=-598(LC 12) Max Grav 2=247(LC 21), 21=1844(LC 1), 27=966(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-78/891, 34=-1250/1414, 4-5=-314/172, 5-7=-282/100, 7-8=-1370/1036, 8-9=-1373/1041,9-10=-4128/2930,10-11=-4053/2818,11-12=-1742/1208 BOT CHORD 2-22=111210, 21-22=945/0, 5-19=-249/264, 17-19=-805/1207, 16-17=-1477/2129, 13-14=-184/253 WEBS 3-22=-920/273, 3-21=-794/2075, 4-21=-802/486, 19-21 =-1 568/1393, 4-19=-828/1306, 7-19=-1362/1286,8-17=-446/738,9-17=-1114/956,9-16=1422/2110,14-16=-1469/2131, 11-16=-1260/1845, 11-14=-1902/1400, 12-14=-1154/1680, 12-27=-1038/738 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Ex , C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-5-4, Interior(1) 2-5-4 to 22-4-13, Exterior(2) 22-4-13 to 26-4-11, Interior(1) 26-4-11 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 2, 1446 lb uplift at joint 21 and 598 lb uplift at joint 27. ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE NoZ2839 M1Tek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682842 76843 B4 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:01:59 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-GhOC102mlGSbUz7luldGUj53uNO49J5C9phriyzpi6 r1-6-0 6-11-5 10-0-1 12-0-0 16-11-13 21-0-0 i 23-9-10 i 27-9-14 31-7-15 36-9-3 39-11.3 1-0-0 6-115 3-0-12 2-7-15 4.3-13 4-0.3 2.9.10 4-0-0 3.10.1 5-1-0 3-2-0 5.00 12 3x5 2.57 12 5x6 = Sx6 = Scale = 1:74.8 29 4 O 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.87 BC 0.75 WB 0.84 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deti Ud -0.39 17-18 >914 360 -0.79 17-18 >449 240 0.16 29 n/a n/a 0.56 17-18 >631 240 PLATES GRIP MT20 244/190 Weight: 219lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, BOT CHORD 2x4 SP M 30'ExcepV except end verticals. 5-22,11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 54-15 oc bracing. WEBS 2x4 SP No.3 *Except* 4-23: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 23=0-M, 29=0-7-4 Max Horz 2=414(LC 11) Max Uplift 2=-379(LC 12). 23= 11389(LC 12). 29=-607(LC 12) Max Grav 2=249(LC 21), 23=1789(LC 1), 29=987(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/968, 34=-1122/1321, 4-5=-403/96, 5-7=-455/204, 7-8=-1498/1213, 8-9=-1362/1182. 9-10=-1526/1218, 10-11=-4375/3184, 11-12=-4260/3048, 12-13=-1832/1285 BOT CHORD 2-24=-121310, 23-24=1 0 17/0, 5-21=-265/277, 20-21=-856/1309, 18-20=-816/1362, 17-18=-1567/2197,11-17=-266/271,14-15=-256/347 WEBS 3-24=-916/268,3-23=777/2066,4-23=-650/518,21-23=-135011285,4-21=-895/1402, 7-21=-1167/1190, 8-20=-128/267, 9-18=-361/581, 15-17=1446/2049, 12-17=-1340/1888, 12-15=-1641/1248, 13-15=-120711743, 10-18=-1143/962, 10-17=-1532/2293, 13-29=-1311 /952 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-5-4, Intedor(1) 2-5-4 to 21-0-0, Exterior(2) 21-0-0 to 27-10-15, Interior(1) 27-10-15 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing atjoint(s) 2, 29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at joint 2, 1389 lb uplift at joint 23 and 607 lb uplift atjoint 29. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Bullding Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 0634 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682843 76843 B5 HIP 1 1 Job Reference (optional) L riamuers i ruse, inc., rorc rierce, rL. d.aau s may 0 zuzu mi I eK Inaus07es, Inc. I nu Jul `J i i:Uz:UU zuzu rage i ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-kuaazk3O3aaS67iDR18V1xeLbmMJunpLOTQPX8yzpi5 r1-0-0 , 1.6-0 6-11-5 19-0-0 35--170--185 334-0-81-90 327--171--165 -0-0 -0 103-2 2715 65-6-0 39-1-0 i Scale = 1:70.7 5x8 = 5x6 = 5.00 12 7 30 3132 8 33 5x6 4x6 29 4x8 G 6 g 5x6 J 3x6 3x5 5 10 3x4 4114x5 3 t �t 5 12 =�c10 = 20 19184x4 A.- = 3x6 = 5x8 =c P8 0 � 22 2 16 15 14 a 24 6x10 = 3x4 II 1 3x4 II 4x10 =5x6 = 3x4 II 21.25 112 3x4 II 13 3x5 2.57 12 6-11-5 10-0-1 10 0 12-8-0 19-0-0 25-9-10 31.7-15 34.8.9 37-7-15 9.10 8-115 3-0-12 5 2-4-0 63-0 6-9-10 5-106 3-0-10 2-11-6 1-5-1 Plate Offsets (X,Y)— [2:0-2-8,0-1-31, [7:0-5-12,0-2-81, [8:0-3-0,0-2-41, [17:0-64,0-4-121, [21:0-6-4,0-3-121, [23:0-7-410-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.20 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 17-18 >873 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.31 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.30 17-18 >999 240 Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, BOT CHORD 2x4 SP M 30'ExcepV except end verticals. 6-22,9-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 44-13 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt. 9-18 5-23: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 23=0-8-0, 13=Mechanical Max Harz 2=397(LC 11) Max Uplift 2=-391(LC 12), 23=-1364(LC 12), 13=-609(LC 12) Max Grav 2=245(LC 21), 23=1784(LC 1), 13=988(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/892, 3-5=-117311278, 5-6=-254/25, 6-7=1451/1148, 7-8=-1682/1513, 8-9=1855/1522,9-10=3761/3011,10-11=-1725/1384,11-12=-1284/1046, 12-13=-964/791 BOT CHORD 2-24=-1068/0, 23-24=-872/0, 6-21=-954/1039, 20-21=-66/507, 18-20=-763/1269, 17-18=-2767/3556,9-17=-630/953,14-15=-996/1230 WEBS 3-24=916/269, 3-23=787/2082, 5-23=-781/488, 21-23=-1434/1461, 5-21=969/1345, 6-20=940/1015, 7-18=-481/566, 8-18=-146/408,9-18=-2024/1709, 11-14=-415/381, 11-15=-253/375, 10-15=-10781864, 15-17=-1302/1757, 10-17=-1487/1912, 12-14=-1007/1251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-4-4, Interior(1) 2-4-4 to 19-0-0, Exterior(2) 19-0-0 to 24-6-5, Interior(1) 24-6-5 to 25-9-10, Exterior(2) 25-9-10 to 31-3-15, Interior(1) 31-3-15 to 38-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 2, 1364 lb uplift at joint 23 and 609 lb uplift at joint 13. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 611912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r� � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f quality Criteria, DSB-89 and SCSI 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 city Ply T20682844 76843 B6 HIP 1 1 rSTE Reference (optional) Chambers truss, inc., Pori Pierce, FL 8.330 S May 6 2020 MI I eK industries, Inc. I nu Jul 9 11:UZ:Ul ZUZU Page 1 ID:T—cuOc3AgzBzrHhAYbTa Uwz_9A3-C47yA440q ulJjHHQ?SfkZ8BVrAkYd I m Vd7Ay3ayzpi4 r1-6-0 , 6-11-5 10-0-1 17-0-0 22-0-3 22-5-7 27-9-10 32-8-12 37-7-15 �9-1-0 1 6-0 ' 6-11-5 3-0-12 6-11-15 5-0-3 0- -5 5-0-2 4-11-3 4-11-3 1-5 1 Scale = 1:70.7 Sx6 = 5.00 12 3x4 = 5x6 = 6 7 8 25 9 4x5 4x8 %24 10 3x6 i 5 26 27 3x4 I 3x5 3 4 114x5 C A 12 1 23 2 19 17 28 16 15 5x12 =14 �p IF19 N N �1 6x8 = 3x10 = 3x8 = 3x4 11 4x6 = 21.25 112 3x4 11 13 3x5 :7- 2.57 12 6-11-5 10-0-1 10r4r0 17-0-0 22-4-3 27-9-10 37-7-15 39-1-0 5-0-3 9-10-6 1-5-1 Plate Offsets (X,Y)—[2:0-2-8,0-1-31,[6:0-3-0,0-2-41,[7:0-14,0-0-01,[8:0-1-4,0-0-01,[9:0-3-0,0-24) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.46 Vert(LL) -0.23 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.41 14-15 >837 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 19-22 >450 240 Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. 5-18: 2x6 SP No.2 WEBS 1 Row at midpt 5-17 REACTIONS. (size) 2=0-8-0, 18=0-8-0, 13=Mechanical Max Horz 2=362(LC 11) Max Uplift 2=-469(LC 12), 18=-1258(LC 12), 13=-636(LC 12) Max Grav 2=376(LC 21), 18=1565(LC 1), 13=1062(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-359/1192, 3-5=-622/421, 5-6=-1180/878, 6-7=-1022/914, 7-8=-1377/1268, 8-9=-1449/1272,9-10=-1591/1289,10-11=-1557/1303,11-12=-1466/1108, 12-13=-1075/804 BOT CHORD 2-19=-1400/302, 18-19=-1202/284, 17-18=-227/582, 15-17=-926/1377, 14-15=-1309/1651 WEBS 3-19=-911/236, 3-18=-607/1894, 5-18=4288/1297. 5-17=-1161/1312, 7-17=552/560, 9-15=174/380, 10-15=-331/456, 11-14=-225/354, 12-14=4088/1447, 10-14=-343/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-4-4, Interior(1) 2.4.4 to 17-0-0, Exterior(2) 17-0-0 to 22-5-7, Interior(1) 22-5-7 to 27-9-10, Exterior(2) 27-9-10 to 33-3-15, Interior(1) 33-3-15 to 38-114 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 lb uplift at joint 2, 1258 lb uplift at joint 18 and 636 lb uplift at joint 13. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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?PH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682845 76843 B7 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:02 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-gGhKO04fbBgALRscZABz6Mjfxa5nMfl esnwVbOyzpi3 7-0-1 10-0-12 151-0 22-0-13 29-9-10 34.4-10 39-1-0 1-6-0 ' 7-0-1 3-0-11 4-11 4 7 4-13 7 4 13 4-7-1 4 8 6 5.00 12 5x8 = 3x4 II 5x8 = 6 24 7 25 26 27 8 Scale = 1:70.9 3x6 II 3x4 = 3x8 = 3x6 = 3x4 = 6xB = 3x5 :::; 2.57 12 29-9-10 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC 0.52 BC 0.49 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.17 11-12 >999 360 -0.34 11-12 >999 240 -0.03 11 n/a n/a 0.27 18-21 >451 240 PLATES GRIP MT20 244/190 Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 16=0-74, 11=Mechanical Max Horz 2=327(LC 11) Max Uplift 2=-497(LC 12), 16=-1245(LC 12), 11=-633(LC 12) Max Grant 2=413(LC 21), 16=1518(LC 1), 11=1097(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=535/1391, 3-5=-635/304, 5-6=-410/266, 6-7=-1235/1084, 7-8=-1235/1084, 8-9=1268/1020 BOT CHORD 2-18=1591/468, 17-18=-1395/448, 16-17=-1482/2140, 5-17=-237/331, 14-15=-282/675, 12-14=-715/1088,11-12=-743/950 WEBS 3-18=-931/257, 3-17=-721/2096, 15-17=370/760, 6-17=-1095/1180, 6-14=687/765, 7-14=-463/547, 8-14=124/260, 9-12=-65/300, 9-11 =-1 254/1016 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 244, Intedor(1) 244 to 15-0-0, Exterior(2) 15-0-0 to 20-6-5, Interior(1) 20-6-5 to 29-9-10, Extedor(2) 29-9-10 to 35-3-15, Interior(1) 35-3-15 to 38-11.4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 sealed by Finn, Waiter, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 6) Refer to girder(s) for truss to truss connections. Printed copies of this 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 2, 1245 lb uplift at signed and sealed and the joint 16 and 633 lb uplift at joint 11. signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS8TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682846 76843 B8 HIP 1 1 Job Reference (optional) unamoers I cuss, inc., ron rlerce, rL 21.33U s may o zuzu MI i eK mcusules, Inc. I nu Jul a i 1:uz:ua zuzu rage i ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-dWp66v7p4ua10?gbDRBnpw00mngb9xJ5Pcgvyzpil 10-0-12 12.8-0 13�Or0 19-11-12 26-7-15 31-9-10 39-1-0 1-6-0 7-04 3-0-11 1 2-75� 6-11-12 6-8� 5-1-11 773-6 Sx8 = ArA / 529 3x4 II 3x6 = 4x5 = 5x8 = 30 6 7 831 32 9 Scale = 1:69.7 21 20 3x6 = 13 12 11 3x5 2.57 12 3x6 11 3x4 11 3x10 = 3x4 14x8 = 3x6 11 3x4 II 3x4 = 7-0-1 10.2:12 10 12.6-0 13 19.11-12 26.7-15 31.8-10 39-1-0 7.1 3-: 0- - 0 2-3.10 6-11-12 6-9-4 5.1-11 7-3.6 Plate Offsets (X,Y)— [2:0-2-8,0-1-3), [5:0-5-12,0-2-8), [9:0-5-4,0-2-4), [10:0-2-12,0-2-0), [14:0-5-12,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.27 23-26 >450 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.18 14-15 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.78 Horz(CT) -0.03 21 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-13 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 4-21: 2x6 SP No.2, 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 REACTIONS. (size) 2=0-8-0, 21=0-74, 11=Mechanical Max Horz 2=304(LC 12) Max Uplift 2=-497(LC 12), 21=-1245(LC 12), 11=-634(LC 12) Max Grav 2=384(LC 21), 21=1558(LC 1), 11=1029(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-408/1446, 3-4=-597/447, 4-5=-526/399, 5-6=-1468/1241, 6-8=-1468/1241, 8-9=-1639/1404,9-10=-1192/947,10-11=-962/854 BOT CHORD 2-23=-1670/349, 22-23=-1476/332, 19-21=-1540/2152, 19-22=-1565/2163, 4-22=-1297/1211, 18-19=-275/452, 17-18=-275/452, 15-17=-161/439, 14-15=-1188/1659 WEBS 3-22=743/2145, 6-15=-411/500, 12-14=-711/1010, 9-14=-579/831, 9-12=-419/438, 10-12=-700/1018,3-23=-891/250, 5-17=716/711,4-17=-938/1115,5-15=-1018/1223, 8-15=-231 /262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-11 to 244, Interior(1) 24-4 to 13-0-0, Exterior(2) 13-0-0 to 18-6-5, Interior(1) 18-6-5 to 31-9-10, Exterior(2) 31-9-10 to 37-3-15, Interior(1) 37-3-15 to 38-114 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 2, 1245 lb uplift at joint 21 and 634 lb uplift at joint 11. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll Quality Criteria, DSB-89 and BCSI Building Component Safety /nfomradon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Job Truss Truss Type Ory Ply PASTE T20682847 76843 B9 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:05 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTa Uwz_9A3-5rNTOS7Xt6CICub BElkgk_LANn7TZOD4Y189CLyzpiO L-6-0J 7-0.1 10-0-12 11-0-q 12-8-0 18-7-2 26.7-15 33-9-10 39-t 0 �3-0-N -11-4 1-8-0 5-11-2 8-0-14 7-1-11 5.00 12 3x= 3x10 = 3x6 = 3x4 II Sx6 II1 4 5 27 28 6 29 7 8 30 Scale=1:69.7 5x8 = 3 31 0 0 N N 19 18 5x5 = 13 12 11 3x5 2 57 12 3x6 11 3x4 11 3x4 11 4x8 = 3x6 3x4 II 7-0-1 10-0-12 10 4r8 12-8-0 18-7-2 26.7.15 33-9-10 39-i-0 7-0-1 3-0-it 0 10 2-3-10 5-11-2 8-0-14 7-1-11 5-3-6 Plate Offsets (X,Y)— [2:0-2-8,0-1-31,[5:0-3-0,0-2-41,[9:0-5-12,0-2-81,[14:0-2-12 0-2-41,[15:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.14 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.32 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) -0.05 19 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.28 21-24 >446 240 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 4-19: 2x6 SP No.2, 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-17 REACTIONS. (size) 2=0-8-0, 19=0-7-4, 11=Mechanical Max Horz 2=304(LC 12) Max Uplift 2=-479(LC 12), 19=-1270(LC 12), 11=-627(LC 12) Max Grav 2=365(LC 21), 19=1583(LC 1), 11=1026(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-315/1407, 34=-688/523, 5-6=-264/217, 6-8=-2018/1634, 8-9=-1991/1625, 9-1 0=-1 095/872, 10-11=-986/849 BOT CHORD 2-21=-1635/262,20-21=-1439/244,17-19=-1540/2173,17-20=-698/1535,4-20=-451/570, 16-17=-1078/1655, 15-16=-107811655, 14-15=-1079/1651, 8-14=436/513 WEBS 3-20=718/2211, 6-15=0/360, 12-14=-646/878, 9-14=-830/1164, 9-12=-442/466, 10-12=-741/1037,3-21=-899/247,6-17=2009/1623,6-14=-451/415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 244, Interior(1) 24-4 to 11-0-0, Extedor(2) 11-0-0 to 16-6-5, Interior(1) 16-6-5 to 33-9-10, Exterior(2) 33-9-10 to 38-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Finn, Walter, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Refer to girder(s) for truss to truss connections. Printed copies of this 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. document are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 2, 1270 lb uplift at signed and sealed and the joint 19 and 627 lb uplift at joint 11. signature must be Verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��eeCC a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall -•Y� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIy7P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682848 76843 610 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:01:54 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-vkCJih_dTkpJOCF45U15ngOJEMK U11TOXz4JUyzpiB r1.6-0 6-11-15 , 9-0-0 1D•0-11 12-8-0 15-10-6 21-3-2 26-7-15 i 32-10.8 39-1-D i 5-0-13 113 6-2-8 6-2-8 5.00 12 5x6 = 5x12 = 3x8 = 3x6 = 3x5 i:�- 4 5 31 32 6 7 33 8 9 34 Scale = 1:69.7 4x5 = 10 38 11 Ira 3x6 II 4x8 = 3x6 II 3x5 = 2.57 12 5x8 = 10-4-0 i 6-11-15 9-1.8 10.0-1 12-8-0 15-10-6 21-3-2 26.7.15 32-10-8 39-1-0 ' 6.11-15 2-1-9 10- 2-3-15 312E 54-13 5d-13 8.2-8 6-2-8 0-0-0 Plate Offsets (X,Y)— [2:0-2-8,0-1-3),[4:0-3-0,0-2-4),[15:0-2-4,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.07 22 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.27 25-28 >463 240 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins, BOT CHORD 2x4 SP M 30 *Except` except end verticals. 5-22: 2x6 SP No.2, 9-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18 REACTIONS. (size) 12=Mechanical, 2=0-8-0, 22=0-7-15 Max Horz 2=373(LC 12) Max Uplift 12=-604(LC 12),.2=-385(LC 12), 22=-1384(LC 12) Max Grav 12=990(LC 22). 2=251(LC 1), 22=1731(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1066, 3-4=-636/886, 4-5=-632/853, 5-6=-1180/667, 6-7=-11801667, 7-9=-2393/1670,9-10=2353/1647,10-11=-1264/905,11-12=-936/757 BOT CHORD 2-25=1405/0, 24-25=-119010, 23-24=-1006/1076, 20-22=1705/2202, 20-23=-1679/2209, 5-23=1481/1897,19-20=-718/813,18-19=-718/813,16-18=-1453/2185, 15-16=-1453/2185,9-15=-302/342 WEBS 3-24=-713/2045, 4-24=269/76, 5-24=-951/313, 13-15=-846/1159, 10-15=-802/1164, 10-13=-852/755, 11-13=-105011474, 5-18=-1610/2064, 6-18=-278/337, 7-18=-1145/913, 7-15=-295/246, 3-25=-998/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 2-4-4, Interior(1) 2-4-4 to 9-0-0, Exterior(2) 9-0-0 to 14-6-5, Interior(1) 14-6-5 to 38-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber This item has been DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Finn, Walter, PE 4) All plates are 3x4 MT20 unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies 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 will fit between the bottom chord and any other members. document are not Considered 7) Refer to girder(s) for truss to truss connections. Signed and sealed and the 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 lb uplift at joint 12, 385 lb uplift at On an electronic copies. Y P joint 2 and 1384 lb uplift at joint 22. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 r 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 ANSI?P/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city PlyTJobSReEference T20682849 76843 C Roof Special 1 o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:06 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-Z1 xrDn89eQKcg29No?FvGCuEaBSVIc_EmPujkoyzpi? i -1-6-0 2-8-0 i 8-2-0 9-11 12-2-11 16-0-0 17-10-0 1 8 0 5.6.0 1-8.0 2-0-11 4-1-5 1Z Scale: 3/8"=1' 4x5 = 3x6 = 3x4 II 3x4 II 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.97 BC 0.57 WB 0.38 Matrix -MS DEFL. . in Vert(LL) -0.28 Vert(CT) -0.53 Horz(CT) 0.28 Wind(LL) 0.37 (loc) I/deft L/d 3-12 >693 360 3-12 >367 240 7 n/a n/a 3-12 >530 240 PLATES MT20 Weight: 78 lb GRIP 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30'Excepe BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-13,5-10: 2x4 SP No.3, 3-11: 2x6 SP 240OF 2.0E 8-10-6 oc bracing: 7-9. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-145(LC 10) Max Uplift 2=-508(LC 12), 7=-508(LC 12) Max Grav 2=688(LC 1), 7=688(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-412/373, 3-4=-1421/997, 4-5=-1363/995, 5-6=-1505/1066, 6-7=-1175/854 BOT CHORD 3-13=-177/310,3-12=-707/1280,11-12=-696/1267, 7-9=-689/1055 WEBS 4-12=434/718, 6-9=408/314, 9-11=-618/994, 6-11=-127/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 8-2-0, Extedor(2) 8-2-0 to 11-2-0. 1nterior(1)11-2-0 to 17-10-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 2 and 508 lb uplift at joint 7. ® WARNING - Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIffPlf Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty, Ply KASTE T20682850 76843 C1 Roof Special 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:07 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-1 EVDR78nPkSSRCkZMjmBpPQQwboA14HN73dGHEyzpi_ -1 6 0_ , 2-8-0 8-2-0 9-10-0 12-2-11 15 8-8 ' 1.6-0 ' 2-8-0 ' 5-6-0 1-8-0 2-0-11 3-5-13 Scale = 1:28.4 45 = 3x4 II 3x4 II 3x4 = — 1' 3x6 = 2-8.0 8-2-0 9-10-0 12-2-11 15-8-8 ' 2 8-0 5-6-0 1-8-0 2 4-11 3-5-13 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TIC0.93 Vert(L-) -0.27 3-11 >698 360 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.51 3-11 >371 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.26 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.39 3-11 >488 240 LUMBER - TOP CHORD 2x4 SP M 31 `Except' 4-7: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 3-12,5-9: 2x4 SP No.3, 3-10: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=Mechanical Max Horz 2=139(LC 11) Max Uplift 2=-501(LC 12), 7=-355(LC 12) Max Grav 2=669(LC 1), 7=577(LC 1) PLATES GRIP MT20 244/190 Weight: 75 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-8-5 oc bracing: 3-11 8-11-3 oc bracing: 7-8. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-14=397/311, 3-4=-1333/1026, 4-5=-1281/1066, 5-6=-1388/1112, 6-7=-992/828 BOT CHORD 3-12=-205/299, 3-11=-808/1198, 10-11=799/1186, 7-8=-678/881 WEBS 4-11=-438/672, 6-8=-383/337, 8-10=-636/817, 6-10=-201/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 8-2-0, Exterior(2) 8-2-0 to 11-2-0, Interior(1) 11-2-0 to 15-8-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 2 and 355 lb uplift at joint 7. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904.Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ?Val MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682851 76843 C2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:08 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-VQ3beT9PA1aJ3MJmvQINLdzge?BLmP4XEjNgogyzphz -1 6 0 6-10-7 8-4-0 15-8-8 1-6-0 6-10-7 1-5 9 7-4-8 i 3x4 = 5x6 = 13 14 Scale=1:28.8 4x5 = 3x8 = 3x6 II 8-4-0 15-8-8 8-4.0 7-4-8 Plate Offsets (X,Y)— [2:0-1-2,Edge], [4:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.08 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.18 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.10 7-10 >999 240 Weight: 76lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-4 oc bracing. REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=271(LC 12) Max Uplift 6=-375(LC 12), 2=-474(LC 12) Max Grav 6=572(LC 1), 2=664(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=930/738, 3-4=-779/689, 4-5=-691/641, 5-6=-516/555 BOT CHORD 2-7=-845/822 WEBS 3-7=304/405, 5-7=-672/726 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 8-4-0, Exterior(2) 84-0 to 12-6-15, Interior(1) 12-6-15 to 15-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 375 lb uplift at joint 6 and 474 lb uplift at This item has been joint 2. electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters end 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 my 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 busses and buss systems, see ANS11TPIf Quality Criteria, DSB-89 and BCSI 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 Oty Ply KASTE T20682852 76843 D Common 3 1 Job Reference o tional s truss, Inc., Fort Pierce, FL -1-6-0 4x4 = 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:09 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz 9A3-zcczspA2xLiAhWuyT8pcugWw2PXmV1pgTN6NK6yzphy 13-4-0 6-8-0 46 = Scale: 1/2"=l' 4x4 = Io 6-8-0 6.8.0 Plate Offsets (X,Y)— [2:0-1-6,Edge[, [4:0-1-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.06 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.11 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 5-8 >999 240 Weight: 48 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 9-8-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=121(LC 11) Max Uplift 4=-299(LC 12), 2=448(LC 12) Max Grav 4=488(LC 1), 2=582(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/647, 3.4=-773/670 BOT CHORD 2-5=-482/673, 4-5=-482/673 WEBS 3-5=-66/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 6-8-0, Extedor(2) 6-8-0 to 9-8-0, Interior(1) 9-8-0 to 13-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat 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 299 lb uplift at joint 4 and 448 lb uplift at joint 2. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19I2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informaflon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Job Truss Truss Type Qty Ply KASTE T20682853 76843 D1 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:10 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-RpAM39BgifgllgT8lrKrQ225Wou1EVughOswsZyzphx -1-6-0 5-0-0 8-4-0 13-4-0 ' 1-6-0 5-0-0 3-4-0 5-0-0 4x4 = 15 4x4 = — 11 — 3x4 = Scale = 1:24.7 3x4 = 5-0-0 8.4-0 134-0 5-0-0 34-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.06 6-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.09 6-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.08 6-10 >999 240 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 5=0-8-0, 2=0-8-0 Max Horz 2=96(LC 11) Max Uplift 5=-299(LC 12), 2=-448(LC 12) Max Grav 5=488(LC 1), 2=582(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854/830, 3-4=-755/845, 4-5=-843/846 BOT CHORD 2-7=-6721748, 6-7=-671/755, 5-6=-669/748 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 5-0-0, Extedor(2) 5-0-0 to 12-8-3, Interior(1) 12-8-3 to 13-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 5 and 448 lb uplift at joint 2. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682854 76843 G Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:11 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-v?kkHVBITyzuwp2LbZr4zFbHWCBCzw2zwgbUP?yzphw 1-6-0 5.8-12 9-0-0 12.4-0 15-7-4 21-0-0 22-10-o l-6-0 5-8-12 3-3-4 3-4-0 3-3-4 5-8-12 1-6-o Scale=1:40.0 4x4 = 4x4 = Ig 3x5 = 3x4 = 3x6 = 3x4 = 3x5 = 9-0-0 12 4-0 21-4-0 9-0-0 3-4.0 9-0-0 Plate Offsets (X,Y)— [2:0-0-6,Edge); [7:0-0-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.13 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.28 9-17 >903 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.11 9-17 >999 240 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=158(LC 11) Max Uplift 2=-623(LC 12), 7=-623(LC 12) Max Grav 2=873(LC 1), 7=873(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1503/1261, 34=1228/1029, 4-5=-1100/994, 5-6=-1228/1029, 6-7=-150311261 BOT CHORD 2-11 =-1 019/1421, 9-11=-679/1121, 7-9=-1047/1362 WEBS 3-11=-376/450, 4-11 =-1 87/338, 5-9=-1871339, 6-9=-376/450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 9-0-0, Exterior(2) 9-0-0 to 16-6-15, Interior(1) 16-6-15 to 22-10-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift at joint 2 and 623 Ib uplift at joint 7. electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6604 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ..._.. __.............. ._.... ........ ..... __ ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �qqi building design. Bracing. indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I V1T��° 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type QtyJy�KASTET20682855 76843 GRA Roof Special Girder 1rence (optional) �mmuuers t rubs, Inc., ron rierce, rL 6.33U s May ti zuzu MI I eK Inaustnes, Inc. I nu JUI 9 11:U2:1b zuzu Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-om_F6sEpXBTKPRL6gOwO75mtCpS3vbSZrlZhYmyzphs 4-7-8 84-8 12-1-8 16-5-14 20-10-3 25.2-8 28-8-8 32-2.8 3411 4-4-5 4-4-5 4-0-5 3-60 2-4.0 Scale = 1:58.8 5x6 = 3x10 = 5x6 WB = 3x5 = 3x8 = 4x6 = 4x8 = 4x6 = 1 27 28 2 29 30 3 31 32 4 33 5 34 6 35 36 37 38 7 39 40 8 941 4210 43 11 12 26 44 6x8 = 4-7-8 45 25 7xl0 = 2x3 11 7x12 = 21 50 8-4-8 51 20 52 53 54 19 55 4x12 = 4x10 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 7.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr NO WB 0.68 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 1-26,12-13: 2x6 SP No.2, 1-24,20-22,17-19: 2x4 SP M 30 OTHERS 2x4 SP No.3 56 18 6x8 = DEFL. in (loc) Well Lid Vert(LL) 0.74 22 >554 240 Vert(CT) -0.82 20-21 >498 240 Horz(CT) 0.29 13 n/a n/a 6x8 = PLATES GRIP MT20 244/190 Weight: 437 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-3-4 oc bracing. REACTIONS. (size) 26=0-3-8, 13=0-3-8 Max Uplift 26=-1957(LC 8), 13=-2041(LC 8) Max Grav 26=2787(LC 1), 13=2903(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26=2625/1923, 1-2=-5241/3709, 2-3=-5402/3808, 3-4=-11120/7829, 4-6=-10829/7632, 6-7=-8208/5777,7-8=-9341/6585,8-10=-9574/6739,10-11=-2697/1895, 11-12=-2560/1798, 12-13=-2742/1983 BOT CHORD 25-26=-154/258, 2-24=-447/448, 23-24=6254/8913, 22-23=-6254/8913, 4-22=-369/381, 20-21=-539/785, 19-20=-5516/7840, 18-19=-476/700, 8-17=-360/372, 16-17=-4706/6709, 15-16=-4706/6709, 11-15=-278/269 WEBS 1-24=-4033/5694, 3-24=-3931/2739, 3-23=-100/369, 3-22=-1763/2471, 20-22=-5383/7629, 6-22=-2047/2891, 6-20=-1788/1438, 7-20=-365/445, 7-19=-1479/1210, 17-19=-5180/7338, 7-17=-1180/1655, 10-17=-2309/3254, 10-16=-89/338, 10-15=-4555/3192, 12-15=-2520/3585 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 Go. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1957 lb uplift at joint 26 and 2041 lb uplift at joint 13. inued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 IQ This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6824 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 let MiTek* 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type pty Ply KASTE T20682855 76843 GRA Roof Special Girder 1 Job Reference (optional) unamoers I cuss, Inc., rort coerce, rL NOTES- 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:15 2020 Page 2 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-om_F6sEpXBTKPRL6gOwO75mtCpS3vbSZrlZhYmyzphs 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 Ib down and 187 Ib up at 1-3-4, 152 Ib down and 187 Ib up at 3-3-4, 146 Ib down and 154 Ib up at 5-3-4, 146 Ib down and 154 Ib up at 7-3-4, 146 Ib down and 154 Ib up at 9-3-4, 146 Ib down and 154 Ib up at 11-3-4, 152 Ib down and 1871b up at 13-3-4, 152 Ib down and 187 lb up at 15-3-4, 152 Ib down and 187 Ib up at 17-3-4, 152 Ib down and 187 Ib up at 18-1-12, 152 Ib down and 187 Ib up at 20-1-12, 152 Ib down and 187 Ib up at 22-1-12, 152 Ib down and 187 Ib up at 24-1-12, 146 Ib down and 154 Ib up at 26-1-12, 146 Ib down and 154 Ib up at 28-1-12, 146 Ib down and 154 Ib up at 30-1-12, and 146 Ib down and 154 Ib up at 32-1-12, and 131 Ib down and 180 Ib up at 34-3-12 on top chord, and 85 Ib down and 29 Ib up at 1-3-4. 85 Ib down and 29 Ib up at 3-3-4, 83 Ib down and 61 Ib up at 5-3-4, 83 Ib down and 61 Ib up at 7-3-4, 83 Ib down and 61 Ib up at 9-3-4, 82 Ib down and 61 Ib up at 11-3-4, 85 Ib down and 29 Ib up at 13-3-4, 85 Ib down and 29 Ib up at 15-3-4, 85 Ib down and 29 Ib up at 17-3-4, 85 Ib down and 29 Ib up at 18-1-12, 85 Ib down and 29 Ib up at 20-1-12, 85 Ib down and 29 lb up at 22-1-12, 85 Ib down and 29 Ib up at 24-1-12, 83 Ib down and 61 Ib up at 26-1-12, 83 Ib down and 61 Ib up at 28-1-12, 83 Ib down and 61 Ib up at 30-1-12, and 83 Ib down and 61 Ib up at 32-4-4, and 101 Ib down and 21 Ib up at 34-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-54, 25-26=20, 22-24=-20, 18-21=20, 15-17=-20, 13-14=-20 Concentrated Loads (lb) Vert: 12=-131(F) 13=73(F) 15=-83(F) 11=-93(F) 27=-109(F) 28=-109(F) 29=-93(F) 30=-93(F) 31=-93(F) 32=-93(F) 33=-109(F) 34=-109(F) 35=-109(F) 36=-109(F) 38=109(F) 39=-109(F)40=-109(F) 41 =-93(F) 42=-93(F) 43=-93(F) 44=-65(F) 45=-65(F) 46=-83(F)47=83(F) 48=-83(F) 49=-83(F) 50=-65(F) 51=-65(F) 52=-65(F) 53=-65(F) 54=-65(F) 55=-65(F)56=-65(F) 57=-83(F) 58=-83(F) 59=-83(F) ®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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�T2 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 ANSI1TP11 quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply KASTE T20682856 76843 GRB HALF HIP GIRDER 1 Job Reference (optional) UnamDers truss, Inc., Port Pierce, hL . 6.33U s May 6 202U MfTek Industries, Inc. Thu JUI 9 11:UZ:22 2U2U Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-56vuaGKCtLLKIWOSkNYfwaY4teuO21W bSumZHsyzphl 1041 12-8-0 15-10-6 i 21-3-2 26-7-15 30-10-3 34-10-12 39-1-0 1-0-0 7-0-0 3-0-1 155-4-13 5-0-13 4-2-4 4-0.6 4-2-0 Scale = 1:69.7 5x8 = 5.00 12 34 11 6x8 = 3x8 = 4x6 = 3x4 I I 5x8 = 3x4 I I 4x5 = 3 29 4 30 31 32 33 5 34 35 6 7 36 37 8 3839 9 40 10 41 11 4 2 25 'E 20 1 _ 1 42 0 5x6 = 45 46 19 47 18 48 17 49 50 1 5x12 = 23 43 22 4x8 = 4x6 = 3x4 15 51 14 52 13 12 53 3x4 II 3x6 11 3x4 II 3x8 = 4x8 = 3x6 11 3x5 = 2.57 12 3x6 = 3x4 11 7-3-0 10-0-1 10 12-8-0 15-10-6 21-3-2 26-7-15 30-10-3 34-10-12 39-1-0 7-3-0 2-9-1 0 2-3-15 3.2.6 5-0-13 5-0-13 42-4 4-0-8 4-2-0 Plate Offsets (X,Y)— [3:0-6-4,0-2-12], [5:0-3-8,0-3-0], [7:0-3-0,Edge], [9:0-2-8,0-3-0], [14:0-3-8,0-1-8], [16:0-2-12,0-3-0], [24:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.27 16-17 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.51 16-17 >671 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.44 16-17 >777 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 4-23: 2x6 SP No.2, 8-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 12=Mechanical, 2=0-8-0, 23=0-7-15 Max Horz 2=305(LC 8) Max Uplift 12=-1381(LC 8), 2=-670(LC 32), 23=-3656(LC 8) Max Grav 12=2001(LC 1), 2=206(LC 13), 23=4164(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-274/1903, 3-4=-3137/4087, 4-5=-2932/3796, 5-6=-2891/1790, 6-8=-6940/4760, 8-9=-6731/4620, 9-10=-2453/1697, 10-11=-2453/1697, 11-12=-192411374 BOT CHORD 2-25=-1789/176, 24-25=-1720/23, 21-23=-4018/3611, 21-24=-3933/3589, 4-24=-496/469, 20-21=0/277, 19-20=0/277, 17-19=-4118/6128, 16-17=-4118/6128, 8-16=-479/489, 14-15=-282/401,13-14=-2731/3970 WEBS 3-25=-1154/543, 3-24=-3131/3526, 14-16=-2523/3677, 9-16=-2099/3069, 9-14=-690/619, 9-13=-188011282, 10-13=-450/472, 11-13=-2073/2998, 19-24=-174312504, 5-19=-805/1325,6-19=-3465/2490,6-17=-118/457,6-16=-747/864,5-24=-6763/4799 PLATES GRIP MT20 244/190 Weight: 431 lb FT = 20% Structural wood sheathing directly applied or 5-8-12 cc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing. 1 Row at midpt 5-24 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-2-0 cc, Except member 24-3 2x4 - 1 row at 0-9-0 cc, member 14-16 2x4 - 1 row at 0-9-0 cc, member 16-9 2x4 - 1 row at 0-9-0 cc, member 9-14 2x4 - 1 row at 0-9-0 cc, member 13-9 2x4 -1 row at 0-9-0 cc, member 10-13 2x4 - 1 row at 0-9-0 cc, member 13-11 2x4 - 1 row at 0-9-0 cc, member 22-20.2x4 - 1 row at 0-9-0 cc, member 19-24 2x4 -1 row at 0-9-0 cc, member 5-19 2x4 -1 row at 0-9-0 cc, member 19-6 2x4 - 1 row at 0-9-0 cc, member 6-17 2x4 -1 row at 0-9-0 cc, member 6-16 2x4 - 1 row at 0-9-0 cc, member 24-5 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ortthpfttdtmlOQlg surface. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 my MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Ply KASTE �Qty T20682856 76843 GRB HALF HIP GIRDER 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:22 2020 Page 2 ID:T_cuOc3AgzBzrHhAYbTaUwz 9A3-56vuaGKCtLLKIWOSkNYfwaY4teu021WbSumZHsyzphl NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1381 lb uplift at joint 12, 670 lb uplift at joint 2 and 3656 lb uplift at joint 23. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 272 lb down and 165 lb up at 7-0-0, 99 lb down and 56 lb up at 9-0-12, 152 lb down and 187 lb up at 11-0-12, 146 lb down and 154 lb up at 13-0-12, 146 lb down and 154 lb up at 15-0-12, 146 lb down and 154 lb up at 17-0-12, 146 lb down and 154 lb up at 19-0-12, 146 lb down and 154 lb up at 21-0-12, 146 lb down and 154 lb up at 23-0-12, 146 lb down and 154 lb up at 25-0-12, 152 lb down and 187 lb up at 27-0-12, 152 lb down and 187 lb up at 29-0-12, 152 lb down and 187 lb up at 31-0-12, 152 lb down and 187 lb up at 33-0-12, and 152 lb down and 187 lb up at 35-0-12, and 152 lb down and 187 lb up at 37-0-12 on top chord, and 609 lb down and 884 lb up at 7-3-0, 179 lb down and271 lb up at 9-0-12, 85 lb down and 25 lb up at 11-0-12, 83 lb down and 61 lb up at 13-0-12, 83 lb down and 61 lb up at 15-0-12, 83 lb down and 61 lb up at 17-0-12, 83 lb down and 61 lb up at 19-0-12, 83 lb down and 61 lb up at 21-0-12, 83 lb down and 61 lb up at 23-0-12, 83 lb down and 61 lb up at 25-0-12, 85 lb down and 29 lb up at 26-9-11, 85 lb down and 29 lb up at 29-0-12, 85 lb down and 29 lb up at 31-0-12, 85 lb down and 29 lb up at 33-0-12, and 85 lb down and 29 lb up at 35-0-12, and 85 lb down and 29 lb up at 37-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-11=-54, 25-26=-20, 24-25=-20, 22-23=-20, 16-20=-20, 12-15=-20 Concentrated Loads (lb) Vert: 3=23(B)7=-93(B)25=-609(B)8=-109(B)14=-65(B)16=-65(B)9=-109(B)10=-109(B)13=-65(B)17=-83(B)6=-93(B)29=-3(B)30=-109(B)31=-93(B)33=-93(B) 34=-93(B)35=-93(B)37=-93(B)39=-109(B)40=-109(B)41=-109(B)42=-179(B)43=-65(B)45=-83(B)46=-83(B)47=-83(B)48=-83(B)49=-83(B)50=-83(B) 51=65(B) 52=-65(B) 53=-65(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-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 36610 Job Truss Truss Type Ply KASTE �Qty T20682857 76843 GRC Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:23 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-ZJTGobLgeeTBMfzel43uSn5GU2FmnKDkhYV6glyzphk -1-6-0 3-9-14 7-0-0 9-4-0 12-6-2 16.4-0 17-10-0 1 6 0 3-9-14 3-2-2 2-4-0 3-2-2 3-9-14 1-6-0 Scale: 3/8"=1' 4x6 = 4x6 = 16 I¢. 3x5 = 2x3 II "0 — 2x3 II 3x5 = 3-9-14 i7-0-0i 9-4-0 12-6-2 16-4-0 3-9-14 3-2-2 2 4-0 3-2-2 3-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.14 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 9-12 >827 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.05 5 n/a ' n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.16 9-12 >999 240 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-6 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-5 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-128(LC 23) Max Uplift 2=-1082(LC 8), 5=-1081(LC 8) Max Grav 2=1343(LC 1), 5=1342(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2664/2039, 3-4=-2427/1966, 4-5=-2664/2039 BOT CHORD 2-9=-1710/2397, 7-9=-1728/2427, 5-7=-1710/2398 WEBS 3-9=-377/651, 4-7=-377/649 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1082 lb uplift at joint 2 and 1081 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 283 lb down and 299 lb up at 7-0-0, and 152 lb down and 187 lb up at 8-2-0, and 283 lb down and 299 lb up at 9-4-0 on top chord, and 459 lb down and 401 lb up at 7-0-0, and 85 lb down and 29 lb up at 8-2-0, and 459 lb down and 401 lb up at 9-3-4 on bottom chord. The design/selection 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: 1-3=-54, 34=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-109(B) 4=-109(B) 8=-65(B) 9=-459(B) 7=-459(B) 16=-109(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPll Quality Criteria, DSB-89 and BCS/ Building Component Safelylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek° 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Job Truss Truss Type Qty Ply KASTE T20682858 76843 GIRD Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:25 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-Vha1DHM4AGjvcz61PV5MXCAgprOSFER18s_DuByzphi 3-0-0 6.8.0 10-4-0 13-4-0 14-10-0 3-0-0 ' 3-8-0 3-8-0 3-0.0 1-6-0 Scale = 1:27.0 5.00 12 3x4 = 4x8 = 2x3 11 17 18 4 19 20 4x8 = 2x3 II 3xa = 2x3 II 10-4-0 13-4-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.08 9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 9 >999 240 Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-68(LC 6) Max Uplift 2=-537(LC 8), 6=-537(LC 8) Max Grav 2=712(LC 36), 6=712(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1326/794, 3-4=-1685/1114, 4-5=-1685/1114, 5-6=-1325/794 BOT CHORD 2-10=-665/1241, 9-10=-667/1256, 8-9=-675/1247, 6-8=-673/1232 WEBS 3-9=-418/530, 4-9=-246/256, 5-9=-417/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 2 and 537 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 241 lb down and 175 lb up at This item has been 3-0-0. 99 lb down and 85 lb up at 5-0-12, 94 lb down and 85 lb up at 6-8-0, and 99 lb down and 85 lb up at 8-3-4, and 241 lb down electronically signed and and 175 lb up at 10-4-0 on top chord, and 116 lb down and 26 lb up at 3-0-0, 27 lb down and 22 lb up at 5-0-12, 27 lb down and 22 sealed by Finn, Walter, PE. lb up at 6-8-0, and 27 lb down and 22 lb up at 8-3-4, and 116 lb down and 26 lb up at 10-3-4 on bottom chord. The using a Digital Signature. design/selection of such connection device(s) is the responsibility of others. Printed Copies Of this 8) In the LOAD CASE(S) section, loads 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 verified Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 on any electronic copies. Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 3=-14(B) 5=-14(B) 10=-25(B) 9=-20(B) 4=-14(B) 8=-25(B)17=-14(B) 20=-14(B) 21=-20(B) 22=-20(B) MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connections. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall � building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safelylnfonnatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply KASTE T20682859 76843 GRE HIP GIRDER �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:26 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-zu8PQdNixZrmD7hDzCcb4QjIMFJf evANWknQdyzphh -1-6-0 5-0-0 9-7-0 14-2-0 19-2-0 20-8-0 ' 1-6-0 ' 5-0-0 ' 4-7-0 4-7-0 6-0-0 Scale = 1:36.5 5.Oo 12 5x8 MT18HS = 2x3 11 3 18 19 20 4 21 5x8 MT18HS = 22 23 3x6 = 2x3 11 3x6 = 3x8 = 2x3 11 3x6 = 5-0-0 9-7-0 14-2-0 19-2-0 5-0-0 4.7-0 4-7-0 5-0-0 Plate Offsets (X,Y)— [3:0-5-12,0-2-81,[5:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.30 8-9 >770 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) -0.08 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 85 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=98(LC 7) Max Uplift 2=-1574(LC 8), 6=-1574(LC 8) Max Grav 2=1218(LC 1), 6=1218(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2474/3121, 3-4=-2929/3815, 4-5=-2929/3815, 5-6=-2474/3121 BOT CHORD 2-11=-2748/2240, 9-11=-2773/2256, 8-9=-2780/2256, 6-8=-2756/2240 WEBS 3-11=-357/330, 3-9=-983/794, 4-9=-458/505, 5-9=-981/794, 5-8=-356/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp Q. Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1574 lb uplift at joint 2 and 1574 lb uplift at joint 6. This item has been 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 lb down and 358 lb up at electronically signed and 5-0-0, 68 lb down and 151 lb up at 7-0-12, 68 lb down and 151 lb up at 9-0-12, 68 lb down and 151 lb up at 10-1-4, and 68 lb down sealed by Finn, Walter, PE and 151 lb up at 12-1-4, and 184 lb down and 358 lb up at 14-2-0 on top chord, and 107 lb down and 156 lb up at 5-0-0, 44 Ito using a Digital Signature. down and 60 lb up at 7-0-12, 44 lb down and 60 lb up at 9-0-12, 44 lb down and 60 lb up at 10-1-4, and 44 lb down and 60 lb up at Printed copies of this 12-1-4, and 107 lb down and 156 lb up at 14-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not Considered 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and Sealed and the signature must be verified LOAD CASE(S) Standard on an electronic copies. 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 y p Uniform Loads (plf) Walter P. Finn PE No.22839 Vert: 1-3=-54, 3-5=-54, 5-7=-54, 12-15=-20 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 :ontinued on page 2 ®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 MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682859 76843 GRE HIP GIRDER 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:26 2020 Page 2 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-zu8PQdNixZrnD7hDzCcb4QjIMFJf evANWknQdyzphh LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-137(F) 5=-137(F) 1 1=-97(F) 8=-97(F) 19=-61 (F) 20=-61(F) 21=-61(F) 22=-61(F) 24=-35(F) 25=-35(F) 26=-35(F) 27=-35(F) ® 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 verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682860 76843 GRF Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:28 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-wGG9rJPyTB6UTRre4de39roDL338SelTggDtV Wyzphf 1 6 0 3-0-0 4 4-0 7-4-0 8-101 1 6-0 3-0-0 14-0 3-0-0 1-6-0 4x4 = Scale = 1:19.9 4x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 Rep Stress Incr NO WB 0.04 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=68(LC 7) Max Uplift 2=-374(LC 8), 5=-374(LC 8) Max Grav 2=426(LC 36), 5=426(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-592/373, 3-4=-545/354, 4-5=-592/373 BOT CHORD 2-8=325/624, 7-8=-326/636, 5-7=-325/624 DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.01 8 >999 240 MT20 2441190 Vert(CT) -0.01 8 >999 180 Horz(CT) 0.01 5 n/a n/a Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 166 lb up at 3-0-0, and 185 lb down and 166 lb up at 44-0 on top chord, and 107 lb down and 63 lb up at 3-0-0, and 107 lb down and 63 lb up at 4-34 on bottom chord. The design/selection 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: 1-3=-54, 34=-54, 4-6=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-5(B) 4=-5(B) 8=-14(B) 7=-14(B) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 quality Criteria, DSB-89 and 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 KASTE T20682861 76843 GRG Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:29 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-OTgX2fPbEUEL4aQoeLAli2LGITGhB2hc3UyR1yyzphe 7-M 10-8-0 14-4-0 21.4-0 22-10-0 7-M ' 3-8-0 3-8-0 7-0-0 1- O Scale=1:40.0 5x8 = 2x3 11 3 18 19 20 21 5x8 = 45 = 2x3 II 4x6 = 3x8 = 2x3 II 4x5 = 7-M 10-8-0 14.4-0 21-4-0 7-M 3-8-0 3-8-0 7-0-0 Plate Offsets (X,Y)— [3:0-6-4,0-2-12] [5:0-6-4,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.24 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.26 9 >990 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=128(LC 7) Max Uplift 2=-1331(LC 8), 6=-1331(LC 8) Max Grav 2=1700(LC 1), 6=1702(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3579/2675, 3-4=-3638/2828, 4-5=3638/2828, 5-6=-3584/2676 BOT CHORD 2-11=2297/3241, 9-11=-2314/3272, 8-9=-2316/3276, 6-8=-2298/3245 WEBS 3-11=364/648, 3-9=466/587, 4-9=-450/466, 5-9=-464/581, 5-8=-365/655 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1331 lb uplift at joint 2 and 1331 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 283 lb down and 299 lb up at This item has been 7-0-0, 152 lb down and 187 lb up at 9-0-12, 152 lb down and 187 lb up at 10-8-0, and 152 lb down and 187 lb up at 12-3-4, and electronically signed and 283 lb down and 299 lb up at 14-4-0 on top chord, and 459 lb down and 401 Ib up at 7-0-0, 85 lb down and 29 lb up at 9-0-12, 85 sealed by Finn, Walter, PE lb down and 29 lb up at 10-8-0, and 85 lb down and 29 lb up at 12-3-4, and 459 lb down and 401 lb up at 14-3-4 on bottom chord. using a Digital Signature. The design/selection of such connection device(s) is the responsibility of others. Printed copies of this P 8) In the LOAD CASE(S) section, loads 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 verified Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 12-15=-20 on any electronic copies. Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 3=-109(F) 5=-109(F) 10=-65(F) 11=459(F) 9=-65(F) 4=-109(F) 8=-459(F) 19=-109(F) 20=-109(F) 22=-65(F) MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682862 76843 GRH Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 911:02:30 2020 Page 1 ID:T_cu Oc3AgzBzrHhAYbTaUwz_9A3-sfOwG?QD?oMCik?_C2hXEGtzl skGwXoml8i_aPyzphd i 3-2-8 4-1-8 7-4-0 3-2-8 0-11-0 3-2-8 Scale = 1:13.8 4x4 = 04 = 3x4 = 3x4 = 3-2-8 0-11-0 13-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 5-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 5-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 5-12 >999 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 4=0-8-0 Max Horz 1=-48(LC 23) Max Uplift 1=-255(LC 8), 4=-255(LC 8) Max Grav 1=404(LC 1), 4=404(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-689/438, 2-3=-635/442, 3-4=-689/438 BOT CHORD 1-6=352/618, 5-6=-360/635, 4-5=-352/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 1 and 255 lb uplift at joint 4. 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This item has been LOAD CASE(S) Standard electronically signed and 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by Finn, Walter, PE Uniform Loads (plf) using a Digital Signature. Vert: 1-2=-54, 2-3=-54, 3-4=-54, 7-10=-20 Printed copies of this Concentrated Loads (lb) Vert: 13=-89(F) 14=-89(F) 15=-89(F) document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA,.Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ®WARNING - Vedfy deslgn 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 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 ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T20682863 76843 GRK Hip Girder 1 n L7STE Reference o tional chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:31 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-KndTLRrm6U3KuaBmlCmnTQgCG_6fxivWoRY6ryzphc 1 6-0 7-0-0 10-5-0 13-10-0 20-2-0 1-6-0 7-0-0 0i 0 3-5-0 6-4-0 4x8 = Special 2x3 I 4x8 = 4 16 17 5 Scale = 1:36.5 I9 o. 3x4 = 3x4 II 4x6 = 3x8 = 3x4 II 4x5 = THD26-2 Special 20-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.03 6 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.09 7-8 >999 240 Weight: 209 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 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=122(LC 24) Max Uplift 6=-1233(LC 8), 2=-968(LC 8) Max Grav 6=1778(LC 1), 2=1323(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2692/1806, 341=3070/2206, 4-5=-3070/2206, 5-6=3692/2583 BOT CHORD 2-10=1568/2426, 8-10=-1570/2437, 7-8=-2326/3409, 6-7=-2276/3334 WEBS 3-10=-59/291, 3-8=-717/962,5-8=-577/666,5-7=-990/1471 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. This Item has been 6) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. electronically Signed and 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 Sealed by Finn, Walter, PE will fit between the bottom chord and any other members. using a Digital Signature. 8) Refer to girder(s) for truss to truss connections. Printed copies of this 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1233 lb uplift at joint 6 and 968 lb uplift at joint 2. document are not considered 10) Use USP THD26-2 (With 18-16d nails into Girder 13 12-10d nails into Truss) or equivalent at 13-5-8 from the left end to connect signed and sealed and the truss(es) to back face of bottom chord. signature must be Verified 11) Fill all nail holes where hanger is in contact with lumber. on any electronic copies. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb down and 106 lb up at 13-10-0 on top chord, and 394 lb down and 372 lb up at 13-10-0 on bottom chord. The design/selection of such connection Walter P. Finn PE No.22839 device(s) is the responsibility of others. MITek USA, Inc. FL Cart 0634 8904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Data: July 9,2020 :ontinued on page 2 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Hsi* 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 iwiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf Quality Criteria, DSB-89 and 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 KASTE T20682863 76843 GRK Hip Girder 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 2-11=-20 Concentrated Loads (lb) Vert: 7=-1525(B) 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:31 2020 Page 2 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-KrxITLRrm6U3KuaBmlCmnTQgCG_6fxivWoRY6ryzphc ®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 I car 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 busses and truss systems, see ANSUTP/1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelylnformatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty PIy KASTE TGR T20682864 76843 M Monopitch Girder 1 n L Job Reference (optional) l;namoers i russ, Inc., tort Fierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:32 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-o2VghgSTXPcvx29NJTj?KhzubgOMOPY31SB5eHyzphb 1 6-0 3-9-15 7-0-0 1-6.0 3-9-15 3-2-1 Scale=1:20.7 JX4 — 4X4 - 3-9-15 3-2-1 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 0.10 Vert(LL) -0.01 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.02 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wind(LL) 0.02 6-8 >999 240 Weight: 80lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 2=0-8-0, 5=Mechanical Max Harz 2=233(LC 21) Max Uplift 2=-598(LC 8), 5=-761(LC 8) Max Grav 2=852(LC 1), 5=1150(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1353/753 BOT CHORD 2-6=814/1242, 5-6=-814/1242 WEBS 3-6=544/939, 3-5=-1394/914 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 2 and 761 lb uplift at joint 5. 8) Use USP HUS26 (With 14-16d nails into Girder & 4-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-4-12 from the left end to 6-4-12 to connect truss(es) to front face of bottom chord. 9) 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 (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert:9=-468(F) 10=-468(F) 11=-474(F) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22639 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing �YliTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Sa/ety Intonation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682865 76843 GRN MonoTruss tch Girder 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:33 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-GE32uOS5HjkmZCkZtAEEsuV2D4ef7geC_5weAjyzpha 5-5-8 9-5-0 5-5-8 3-11-7 Spi 1 i 3x4 II 45 = 6x8 = Scale = 1:26.6 5-5-8 9-5-0 ' 5-5-8 3-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.07 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.08 5-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 108 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 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-4: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0, 4=0-3-8 Max Horz 1=232(LC 8) Max Uplift 1=-1105(LC 8), 4=-1142(LC 8) Max Grav 1=1798(LC 1), 4=1670(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2167/1285 BOT CHORD 1-5=1348/1994, 4-5=-134811994 WEBS 2-5=1003/1659, 2-4=-2286/1544 NOTES- 1) 2-ply truss to be connected together with 1 Old (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 DO. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat, Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1105lb uplift at joint 1 and 1142 lb uplift sealed by Finn, Walter, PE at joint 4. using a Digital Signature. 7) Use USP HUS26 nth 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 24-12 Printed copies of this from the left end to B-4-12 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. document are not Considered 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 563 lb down and 369 lb up at signed and sealed and the 0-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. signature must be Verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 Uniform Loads (plf) MiTek USA, Inc. FL Cart 6834 Vert: 1-3=-54, 1-4=-20 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 'ontlnued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply KASTE �Qty T20682865 76843 GRN Monopitch Girder 1 n L Job Reference o tional cnamoers i russ, inc., rort tierce, rL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-563(F) 9=-557(F) 10=557(F) 11=-557(F) 12=-554(F) 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:33 2020 Page 2 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-GE32u0S5HjkmZCkZtAEEsuV2D4ef7geC_5weAjyzpha ®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 MTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not .truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Mel( k• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IV1iT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type 7KASTET20682866 76843 GRR Roof Special Girder �Qty 1 Reference o tional Chambers Truss, Inc., Fart Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11;02:34 2020 Page 1 I D:T_cuOc3AgzBzrHhAYbTaUwz_9A3-kQdQ6MTj21 sdBMlmRulUP628TUOEsAMMDlggAyzphZ -1-6-0 7-1-8 10-5-0 15-4-6 20-M ' 1-6-0 ' 7-1-8 3-3-8 4-11-6 5-1-2 Scale=1:38.0 45 11 3x1U = 3x10 II 6x8 = 7x8 = HUS26 3x10 II HUS26 6x10 = THD26-2 HUS26 HUS26 HUS26 HUS26 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2, 4-9,5-7: 2x4 SP M 30 REACTIONS. (size) 7=0-3-8, 2=0-8-0 Max Harz 2=199(LC 8) Max Uplift 7=-3586(LC 8), 2=-2644(LC'B) Max Grav 7=5600(LC 1), 2=3943(LC 1) 10-5-0 15-4.6 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.46 Vert(LL) 0.24 8-9 >999 240 MT20 244/190 BC 0.49 Vert(CT) -0.29 8-9 >847 240 MT18HS 244/190 WB 0.73 Horz(CT) 0.07 7 n/a n/a Matrix -MS Weight: 241 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=9475/6158, 34=-7474/4883, 4-5=-7469/4852, 5-6=-360/236 BOT CHORD 2-11=5710/8701, 9-11=-5710/8701, 8-9=-6124/9549, 7-8=-6218/9710 WEBS 3-11 =1 386/2140, 3-9=-2466/1728, 4-9=3511/5459, 5-9=2959/1874, 5-8=1474/2494, 5-7=1029416589 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 9-3 2x4 - 1 row at 0-9-0 oc, member 9-4 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 -1 row at 0-9-0 oc, member 8-5 2x4 -1 row at 0-9-0 oc, member 7-5 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3586 lb uplift at joint 7 and 2644 lb uplift at joint 2. 10) Use USP THD26-2 (With 18-16d nails into Girder & 12-1Od nails into Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottom chord. 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 front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNfP/1 Quality Criteria, DSB-89 and BCS/ Building Component Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 m� MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682866 76843 GRR Roof Special Girder 1 n L Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:34 2020 Page 2 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-kQdQ6MTj21 sdBMlmRulUP628TUOEsAMMDlggAyzphZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-54, 4-5=-54, 5-6=-54, 2-7=20 Concentrated Loads (lb) Vert: 11=-1981(F) 14=970(F) 15=-1006(F) 16=1009(F) 17=-1018(F) 18=1017(F) 19=-960(F) ® 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 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 ANS9TPI f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply KASTE �Qty T20682867 76843 H Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:35 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-CcBpJiULpK_UoVtylbHjxJbMKtNgbmxVRPPIFcyzphY 1-6-0 5-8-12 9-0-0 11-10-0 15-1-3 20-2-0 1-6-0 5-8-12 3-3-4 2-10-0 3-3-3 5-0-13 4x4 = 4x4 = scale = 1:35.9 3x4 = 3x6 = 3x4 = 3x5 = 3x5 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.14 11-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.29 11-18 >823 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 11-18 >999 240 Weight: 91 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -H 2-6-0 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=152(LC 11) Max Uplift 8=-459(LC 12), 2=-602(LC 12) Max Grav 8=743(LC 1), 2=833(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1401/1207, 3-4=-1116/967, 4-5=-992/943, 5-6=-1103/974, 6-8=-1261/1 Ill BOT CHORD 2-11=-1060/1298, 9-11=-693/992, 8-9=-929/1162 WEBS 3-11=-388/449, 4-11=-185/329, 6-9=-264/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 9-0-0, Exterior(2) 9-0-0 to 16-0-15, Interior(1) 16-0-15 to 20-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 459 lb uplift at joint 8 and 602 lb uplift at joint 2. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 9,2020 Job Truss Truss Type Oty Ply KASTE T20682868 76843 J1 Jack -Open 18 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:35 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz 9A3-CcBpJiULpK_UoVty7bHjxJbJatSwbo3VRPPIFcyzphY -1-6-0 1-0-0 1-6-0 1-0-0 Scale = 1:7.1 1-0-0 1-0-0 Plate Offsets (X,Y)— [2:0-1-2,Edgej 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 0.50 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-8(LC 1), 2=-269(LC 12), 4=-22(LC 1) Max Grav 3=32(LC 12), 2=187(LC 1), 4=61(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3, 269 lb uplift at joint 2 and 22 lb uplift at joint 4. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 9,2020 ®WARNING - Vedfy 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 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 nn ��� e. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 9tl1 iTe Re 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 ANSI1rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type KASTET20682869 76843 J1E JACK -OPEN �Qt7yPly 41 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:36 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-hpIBW2V_ae6LOfS8YJoyUX7UKHokKFJeg391n2yzphX -1-6-0 1-0-0 ' 1-6-0 1-0-0 Scale = 1:7.1 1-0-0 1-0-0 Plate Offsets (X,Y)— [2:0-0-14,Edge) 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 0.50 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-0-0 except (jt=length) 3=Mechanical. (lb) - Max Horz 2=85(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 3, 4 except 2=-361(LC 12) Max Grav All reactions 250 lb or less at joints) 3, 2, 4, 2 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3, 4 except Qt=lb) 2=361, 2=361. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®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 verity the applicability of design parameters and properly Incorporate this design into the overall MY building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I s 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply KASTE T20682870 76843 J3 JACK -OPEN 14 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8,330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:37 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-9?JZkOWcLyEC2plK60JB1kgf4h5T3iZovjusJVyzphW 3-0-0 3-0-0 Scale = 1:11.3 3-0-0 3-0-0 Plate Offsets (X,Y)— [2:0-0-10,Edge] LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=134(LC 12) Max Uplift 3=-65(LC 12), 2=-287(LC 12), 4=-52(LC 9) Max Grav 3=58(LC 1), 2=215(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-11 to 1-5-5, Interior(1) 1-5-5 to 2-11-4 zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except Qt=lb) 2=287. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 11 building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ 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 Oty Ply KASTE T20682871 76843 J3A Jack -Open 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:37 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-97JZkOWcLyEC2p1K60JB1kgj_h5N3iZovjusJVyzphW 3-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=74(LC 12) Max Uplift 1=-51(LC 12). 2=-71(LC 12), 3=-13(LC 12) Max Grav 1=109(LC 1), 2=72(LC 17), 3=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:10.8 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904.Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682872 76843 J3B Jack -Open 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:38 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-dBtxxkWE6FM3fzcXgkgQZyDuj5Rco9px7NePsxyzphV 3-0-0 3-0-0 3x4 = 3-0-0 3-0-0 Scale=1:10.8 Plate Offsets (X,Y)— [1:0-1-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/171312014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=74(LC 12) Max Uplift 1=-51(LC 12), 2=-71(LC 12), 3=-13(LC 12) Max Grav 1=109(LC 1), 2=72(LC 17), 3=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing We[(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 ANSYTP/f Quality Criteria, OSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682873 76843 J3E JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:39 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-50QJ94XstZUwH7BjERLf691?RVoGXc35M 1 NzONyzphU 1-6-0 3-0-0 Scale = 1:11.3 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=1-4-0, 4=Mechanical Max Horz 2=133(LC 12) Max Uplift 3=-64(LC 12), 2=-289(LC 12), 4=-51(LC 9) Max Grav 3=55(LC 1), 2=215(LC 1), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-4-3, Interior(1) 1-4-3 to 2-11.4 zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=289. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682874 76843 J5 Jack -Open 9 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:39 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz 9A3-50QJ94XstZUwH7BjERLf691wQVhFXc35M1NzONyzphU 1 6-0 5-0-0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.07 4-7 >892 240 LUMBER - TOP CHORD 2x4 SIP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 12) Max Uplift 3=-114(LC 12), 2=-242(LC 12), 4=-3(LC 9) Max Grav 3=118(LC 17), 2=280(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:15.4 PLATES GRIP MT20 244/190 Weight: 18 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=lb) 3=114, 2=242. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall � building design. Bracing indicated is to prevent buckling of individual truss web 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 ANS11TP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682875 76843 J5A Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3X4 11 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 911:02:40 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-Za_i M PYUetcnvHmvnBsueNl6_u29G 31 Ebh7 WwpyzphT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.03 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.04 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 SLIDER Left 2x4 SP No.3 -H 2-6-0 REACTIONS. (size) 1=Mechanical, 3=Mechanical, 4=Mechanical Max Horz 1=108(LC 12) Max Uplift 1=-68(LC 12), 3=-114(LC 12). 4=-15(LC 12) Max Grav 1=158(LC 1), 3=111(LC 17), 4=72(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. Scale = 1:14.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 4 except at=lb) 3=114. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11iP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682876 76843 J5E JACK -OPEN 6 1 Job Reference o tianal Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:41 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-1 mY4alZ6PAkeWQL6LSN7BafNil RF?WYOgLs3SGyzphS -1-6.0 5-M 1 6 0 5-0-0 Scale = 1:15.4 4X10 11 1-4-0 Plate Offsets (X,Y)— [2:0-1-2,Edge], [2:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 csL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.11 4-7 >522 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=1-4-0, 4=Mechanical Max Horz 2=185(LC 12) Max Uplift 3=-128(LC 12), 2=-350(LC 12), 4=-96(LC 12) Max Grav 3=107(LC 1), 2=280(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-4-3, Interior(1) 1-4-3 to 4-11-4 zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=lb) 3=128, 2=350. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and 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 Ply KASTET20682877 76843 J7 Jack -Open [Qty 1 Job Reference (optional) cuss, Inc., Fort Fierce, FL -1-6.0 Jx4 = 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:41 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-lmY4alZ6PAkeWQL6LsN7BarKcIRg7WYOgLs3SGyzphS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.17 4-7 >479 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.16 4-7 >517 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=235(LC 12) Max Uplift 3=-171(LC 12), 2=-271(LC 12), 4=-9(LC 12) Max Grav 3=172(LC 17), 2=350(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb). 3=171,2=271. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall WOW r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS811o11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply KASTE T20682878 76843 J7C Jack -Open 15 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:42 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-Vz6Sn5ZkAUsV8awlvZvMjoNXrlmLkzoX2?cd?IyzphR -1-6-0 2-8-0 7-0-0 1-6-0 i 2-8-0 4.4-0 Scale = 1:19.9 i 2-8-0 2-8-0 Plate Offsets (X,Y)— [2:0-1-2,0-04), [3:0-0-15,0-0-0) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.15 6 >555 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.33 6 >254 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.10 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.32 6 >258 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30'ExcepN BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=235(LC 12) Max Uplift 4=-138(LC 12), 2=-270(LC 12). 5=-41(LC 12) Max Grav 4=154(LC 17), 2=354(LC 1), 5=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 6-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5 except Qt=lb) 4=138, 2=270. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682879 76843 JS1 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 a May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:42 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-Vz6Sn5ZkAUsV8awlvZvMjoN WpirZkzoX2?cd?iyzphR -1-6-0 1-0-0 1-6-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-8(LC 1), 2=-269(LC 12), 4=-22(LC 1) Max Grav 3=32(LC 12), 2=187(LC 1), 4=60(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except at=lb) 2=269. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/0/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the "iTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TF11 Quality Criteria, DS8-89 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 KASTE T20682880 76843 JS3 JACK -OPEN 2 1 Job Reference (optional) t;namoers I russ, Inc., tort fierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:43 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3- 9gq_RaNxo?MmkUUTHQbG?whZ67LTQ2gHfLAX8yzphQ 1 6-0 3-0-0 ' 1-6-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 7.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=162(LC 12) Max Uplift 3=-68(LC 12), 2=-278(LC 12), 4=-56(LC 9) Max Grav 3=58(LC 1), 2=215(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 2-114 zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ot=lb) 2=278. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 611912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overalls p� 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 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682881 76843 JS5 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 911:02:44 2020 Page 1 I D:T_cuOc3AgzBzrHhAYbTaUwz_9A3-SLECCnb7i57CN u3h0_xgpDTto WSTCtIq WJ 5k3byzph P 1-EO 5-0-0 1-6.0 5-0-0 Scale = 1:15.4 3x5 Plate Offsets (X Y)— [2:0-2-8 0-1-3) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.15 4-7 >396 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.04 4-7 " >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=231(LC 12) Max Uplift 3=-135(LC 12), 2=-340(LC 12), 4=-99(LC 12) Max Grav 3=112(LC 1), 2=280(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 4-11-4 zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=135, 2=340. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall q� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing BY1iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682882 76843 JS7 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:45 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-wYobP7cdTPF3?2etaiS3LQ?OgvkHxF7zkzgHblyzphO -1-6-0 4-5-12 7-0-0 1-6-0 4-5-12 2-6 4 3x8 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 7.0 Lumber DOL 1.25 BC 0.66 BCLL 0.0 Rep Stress Incr YES WB 0.35 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=300(LC 12) Max Uplift 4=-48(LC 12). 2=41O(LC 12), 5=-295(LC 12) Max Grav 4=66(LC 17), 2=350(LC 1), 5=199(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/942 BOT CHORD 2-6=-1258/390 WEBS 3-6=-381/1168 Scale = 1:20.0 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.33 6-9 >255 240 MT20 244/190 Vert(CT) -0.12 6-9 >695 240 Horz(CT) -0.02 2 n/a n/a Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 6-11-4 zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 2=410, 5=295. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall r� q� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i\IliTek- 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 ANS9TPil Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682883 76843 ix Jack -Closed 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:46 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-OkLzdTcFEjNwdCD38PzlueYCwJDlgnn7zdag8TyzphN -1-6-0 2-0-12 1-6-0 2-0-12 Scale = 1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 4=2-0-12, 2=2-0-12 Max Horz 2=107(LC 12) Max Uplift 4=-18(LC 9), 2=-227(LC 12) Max Grav 4=44(LC 17), 2=189(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 1-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=227. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Sat atruss 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 ANS11fP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682884 76843 KJ3 Diagonal Hip Girder 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MTek Industries, Inc. Thu Jul 911:02:47 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-swvLgpdt OVnELoFl7UXQr4QtjW_PEIGCHJOgvyzphM -2-1-7 4-2-3 2-1-7 4-2-3 Scale: 1"=1' 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ' 0.19 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Harz 2=132(LC 8) Max Uplift 3=-67(LC 8), 2=-322(LC 8), 4=-2(LC 17) Max Grav 3=77(LC 28), 2=263(LC 1), 4=77(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=322. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)126 lb down and 67 lb up at 1-0-1, and 126 lb down and 67 lb up at 1-6-1 on top chord, and 59 lb down and 50 lb up at 1-6-1, and 59 lb down and 50 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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=-54, 4-5=-20 Concentrated Loads (lb) Vert: 9=58(F=29, B=29) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MTTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1,lPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682885 76843 KJ7 Diagonal Hip Girder 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:49 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz 9A3-oJ15FUf7WeIVUfyepXX?WGAIPXBQt5UZfboUloyzphK -2-1-7 7-0-10 9-10-1 2-1-7 7-0-10 2-9-6 Scale = 1:22.7 Io N '7 N O CY N 5x6 = 7-0-10 2-9 6 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.10 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.12 7-10 >945 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 41 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 9-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=233(LC 8) Max Uplift 4=-75(LC 24), 2=-505(LC 8), 5=-344(LC 8) Max Grav 4=60(LC 13), 2=482(LC 1), 5=423(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-622/436 BOT CHORD 2-7=-502/556, 6-7=-502/556 WEBS 3-7=-171/339, 3-6=-729/658 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=505,5=344. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 67 lb up at 1-6-1, 126 lb down and 67 lb up at 1-6-1, 39 lb down and 80 lb up at 44-0, 39 lb down and 80 lb up at 44-0, and 143 lb down and 138 lb up at 7-1-15, and 143 lb down and 138 lb up at 7-1-16 on top chord, and 59 lb down and 50 lb up at 1-6-1, 59 lb down and 50 lb up at 1-6-1, 16 lb down and 60 lb up at 4-4-0, 16 lb down and 60 lb up at 44-0, and 44 lb down and 18 lb up at 7-1-15, and 44 lb down and 18 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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=-54, 5-8=-20 Concentrated Loads (lb) Vert: 3=-70(F=-35, B=-35) 7=-59(F=-30, B=-30) 13=58(F=29, B=29) 14=-7(F=-4, B=-4) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd, Tampa FL 33610 Data: July 9,2020 ® 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 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 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 of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682886 76843 KJE DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I3.33U S May ti LU1U MI I eK Industries, Inc. I nu JUI u 1l:UL:4u LULU rage i ID:T cuOc3AgzBzrHhAYbTaUwz_9A3-oJ15FUf/WeIVUfyepXX?WGAkrXB3t8XZfboUloyzphK -2-1-7 3-9-9 7-0-2 2-1-7 3-9-9 3-2-9 Scale = 1:17.7 ax. — — M Plate Offsets (X Y)— [2:0-0-8 Edoe] 12:0-1-2 1-4-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.24 4-7 >342 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.17 4-7 >502 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=1-10-10, 4=Mechanical Max Horz 2=183(LC 8) Max Uplift 3=-170(LC 8), 2=-508(LC 8), 4=-136(LC 5) Max Grav 3=153(LC 1), 2=395(LC 1), 4=120(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=170, 2=508, 4=136. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 20 lb up at 1-6-1, 93 lb down and 20 lb up at 1-6-1, and 39 lb down and 80 lb up at 4-4-0, and 39 lb down and 80 lb up at 4-4-0 on top chord, and 16 lb down and 4 lb up at 4-4-0, and 16 lb down and 4 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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=-54, 4-5=-20 Concentrated Loads (lb) Vert: 10=-7(F=-4, B=-4) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 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 HV building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITPlf quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply KASTE T20682887 76843 KJS DIAGONAL HIP GIRDER 1 1 Job Reference o tional cnamoers i cuss, Inc., I -on Pierce, hL 5.33U s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:50 2020 Page 1 ID:T cuOc3AgzBzrHhAYbTaUwz 9A3-GVbTSggmHxtM6pXgNF2E2TivywX2cUOiuFY2HEyzphJ -24-7 7-6-4 9-10-1 ' 2-1-7 7-6-4 2-3-13 Scale = 1:23.1 3x4 7-6-4 2-3-13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.18 7-10 >641 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 2=0-9-13 Max Horz 2=298(LC 24) Max Uplift 4=-65(LC 25), 5=-647(LC 8), 2=-674(LC 8) Max Grav 4=88(LC 6), 5=458(LC 1), 2=481(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-963/1222 BOT CHORD 2-7=13201909, 6-7=-12531876 WEBS 3-7=-456/354, 3-6=-963/1376 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=lb) 5=647, 2=674. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 67 lb up at 1-6-1, 126 lb down and 67 lb up at 1-6-1, 40 lb down and 83 lb up at 4-4-0, 40 lb down and 83 lb up at 4-4-0, and 67 lb down and 159 lb up at 7-1-15, and 67 lb down and 159 lb up at 7-1-15 on top chord, and 120 lb down and 50 lb up at 1-6-1, 120 lb down and 50 lb up at 1-6-1. 16 lb down and 5 lb up at 4.4-0, 16 lb down and 5 lb up at 44-0, and 37 lb down and 53 lb up at 7-1-15, and 37 lb down and 53 lb up at 7-1-15 on bottom chord. The design/selection 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=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 13=-71(F=-35, B=-35) 14=58(F=29, B=29) 15=-7(F=-4, B=-4) 16=-59(F=-29, B=-29) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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 ANSUlPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply KASTE T20682888 76843 MV2 Valley �Qty 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:U2:51 2020 Page 1 ID:T_cuOc3AgzB7rHhAYbTaUwz_gA3-Ih9sgAgO2F?Djz6lxyZTbhF8HKxWL11s7vHbphyzphl 2-0-0 2-0-0 Scale = 1:6.9 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=32(LC 12) Max Uplift 1=-23(LC 12), 2=-40(LC 12) Max Grav 1=47(LC 1), 2=36(LC 17), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. x nn Fig DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 9,2020 ® WARNING - Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall A 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682889 76843 MV4 Valley 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:52 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-DujEtWhOpZ74L7gDUg4i7uoDckFC4UG7LZ19L7yzphH 4-0-0 4-0-0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=79(LC 12) Max Uplift 1=-56(LC 12), 3=-89(LC 12) Max Grav 1=116(LC 1), 3=120(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 3x4 11 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Data: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mel(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 ANS11TPl9 Quality Criteria, DSB-89 and BCSI 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 [KASTET20682890 76843 MV6 Valley 3 1 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MTek Industries, Inc. Thu Jul 9 11:02:52 2020 Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-DujEtWhOpZ74L7gDUg4i7uoGykGN4T07LZ19L7yzphH 6-0-0 6-0-0 3x4 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 1=129(LC 12) Max Uplift 4=-64(LC 12), 5=-183(LC 12) Max Grav 1=56(LC 1), 4=87(LC 17), 5=249(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=207/406 3x4 11 3x4 11 Scale: 3/4'=1' PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=183. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22939 MITsk USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall n A� iT®k' building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply KASTE T20682891 76843 �MV8 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:UZ:53 2UZU Page 1 ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-h4Hc5sieasFxzHFP2Nbxg6KO18Z?pvO9aDmiuZyzphG 8-0-0 1 3x4 II Scale = 1:20.6 5 4 3x4 5�- 2x3 II 3x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.45 BC 0.22 WB 0.14 Matrix-P DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud n/a We 999 n/a We 999 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=180(LC 12) Max Uplift 4=-86(LC 12), 5=-253(LC 12) Max Grav 1=85(LC 1), 4=116(LC 17), 5=344(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-271/118 WEBS 2-5=-269/459 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=253. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or 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 ANSIMP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 62 Job Truss Truss Type Qty 76843 V4 VALLEYReference �PlyTKASITET20682892 (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 5.00 12 8.330 s May 6 2020 MiTek Industries, Inc. Thu Jul 9 11:02:55 2UZU Pagel ID:T_cuOc3AgzBzrHhAYbTaUwz_9A3-dTOM WYju6UVECaPoAodPIXQgVxGsHrOR2XFpySyzphE 3x6 = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-19(LC 10) Max Uplift 1=-59(LC 12), 3=59(LC 12) Max Grav 1=94(LC 1), 3=94(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.5 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 9,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdoation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For 1/ �r c1-2 c2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 16 I °� �,� N �� of = ci 3 3O WEBS NC5-6 bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 ELU 4. Provide copies of this truss design to the building adesigner, erection supervisor, property owner and For 4 x 2 orientation, locate c7-e c6a 0 all other interested parties. plates 0- "ur from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated byANSUTPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7, Design assumes trusses will be suitably protected from Connector plates. THE LEFT. the environment in accord with ANSUTPI 1. 'Plate location details available In MITek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted, moisture content of lumber software or upon request. NUMBERS/LETTERS. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. PLATE SIZE [CC -ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTekO All Rights Reserved 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown IS for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' 19. Review all portions of this design (front, back, words ANSIITPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 5/1912020 or other loads other than those expressly stated.