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HomeMy WebLinkAboutTrussZt =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. 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. I I DON'T LIFT TRUSSES ! WITH SPANS LONGER THAN t 30' BY THE PEAK. p CONSULT BCSI I r 0' Sp n orless Sprez der Bar r 60 degrees or less rag Tina # 1 ,pan —� ag le,E> �"-- roi sm � —11 �,. ee _ tf REFER TO BCSI' REFER TO BCSI Truss must be set this way if crane is used. t,'' Truss must be set this way crane is used. Truss H an example, your truss may not match. 15.. Truss is an example, Your truss may not match. Insist Irene operator sets truss this way. ^ Insist crane operator sets truss this way. i Ali load 'Dearing galls, headers, beams, & lintels must be in place at indicated height before trusses are installed. Ae! AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. ! WARNING ! The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. j REPRESENTS THE LEFT SIDE OF #i EACH TRUSS DRAWING s �^ Tutisli SEAT PLATES BY CHAMBEI % BUSS III REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN 'Please refer to Standard Engineering package for general instuction on installing hangers 1 Od=5.148" x 3" 16d=0.162" x 3 1/2" atch Legend 7 CEILING g AT 9'4" It CEILING AT 10'-6 FOR AHU CEILING AT 11'-8" INDICATES VOLUME CEILING LOAD p' BEARING AT 8'-0" LOAD BEARING AT 111-0" NOTES: * ALL BEAMS ARE BY OTI-lEE RS. * BUILDER TO UNDER FRAME CEILINGS AS NEEDED. * INTERNAL BEARING WALLS REQUIRED AS SHOWN ON I nQ I Do o not t stand on trusses m � fil f x; ,ire bracer .,_ per BCSI & properly nailed stain n z �� ers .. .... . i+ ss�l � �'' i i L . '-e 4 -L y, ��'a p '� -�' r��+j .l rM I '�'% ».. sS . ,r" � ?� � -'., � ai '�, ffi ADVANCE OPERATOR O R�m T�, ��. I� �r, >���t,�° DANCE FOR � � >. PAR A SPREADER PAR OF 41 �. tt ( a_ 46 I �. NGTH a a .. .k ..F :Air K A _SS c T BE ATTA D AND BRACEM5,,,, ENG�N NE l Via .`�am IL • " ATY(DU �, R uHRRIERWCArE PSOIME510aEJVhLAYG FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: coamoEa �n, Is = 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority forii� - OE, N, LE6 €�. �determining successful fabrication of the trusses. cN31FEE@ h �S 2 o> . All dimensions in is I u have been verified he undersigned. '2his layout ed b t e Sro Y 9 %8 3. Unless written iten notice Is provided by cerit d mail to Chambers Truss within ten (10 ) days of deliv&Y the undersigned agrees that no baciicharges wilt be allowed. In the event such written notice is furnished Chambers Truss; Shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.; After 10 days of delivery remedy will be according to Florida statute 558. - 4. The undersigned acknowledges receipt of 'BCSI" summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will be. responsible for dump delivery only. The buyer 'a responsible for additional delivery expenses if Chambers Truss. has; Jo redeliver because job site is not prepared for delivery or buyer is not prepared for delivery. of trusses. Buyer Is; , za oc. rHRu CORNER JNCRS responsible to Chambers Truss for towing costs due to site conditions, S. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour; fee for revisions may be charged by Chambers Truss. CORNER DETAIL 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. i OVERHANGS or SvowN OR auRlry Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of _ - delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Trussy reasonable attorneys fee for collections in event of payment not timely made. 1-1f2 % per month service charge will be i PIGGYBACKDETAIL added for all sums not paid within terms. B. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. TA MATERIAL 8 LABOR TO ATTACH PIGGYBACKS I 9• In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees M 1S THE RESPONSIBILITY TA THE BUILDER.. payment when due of any. and all indebtedness owed to Chambers. Truss by any entity receiving material and the FAILURE TO ATTACH AS SHORN CAN RESULT IN FAILURE OF lundersigned agrees IO pay SUCK indebtedness including attorneys fees, rf default In payment for material be madeby the ROOF, INJURY, AND LOSS OF LIFE. FAILURE CAN OCCUR DURING recipient - INSTALLATION OR LATER. 10. In the event of any litigation concerning This agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. PlaovaAaK Ne. Z WX-L»YUOfi 4= S� r 11, Design responsibilities are per ¢'National Standard And Recommended Guidelines On Responsibilities For., y emd a Construction Using Metal Plate Connected Wood Trusses ANSI/TPINdTCA 4 - 20026 E� _ 12. Warranty is per Chambers Truss Warranty attached im153 24 Mqx OC LRTERPL BRACING ore' MF%oc oU51i atiermlr'tltu PIt t.N*,, sleyW , ubpm bBa °[CM(BE or axpn r W °1em 3aPs,e Tr[y oume DATED btyl �e bi Ii tsA h :tl ax, f 4 or. cemll 214uritoIgh,xrig SIGNED Apply lateral bracing as bass busses are sec —'-'--' UNSUPPORTED JACK CONNECTION DETAIL FOR TITLE MTS16 strap {q, equal) over Top Chard and under Rotor, Chord win 1Ud c T.s" nails 7 nails I, Carrier Jock 7 in Hip Carrier Double Straps fer Bdal A spreader bar may be required per "BCS)" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are ( k IT; D JACK HIP ARRIER set, failure to do so can result in roof collapse. Temporary and permanent bracing area required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before Truesee beginning"JU"and setting trusses.. order unsupported truss should be lnStallad,ns way Trusses must beset and braced per design to prevent injury & damage. SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 8'-011 END DETAIL` VAULT 12 6r I z SQUARE CUT END 12 X4 TOP CHORD ALL HEIGHT 11'-0" END DETAIL: ENTRY "gil NV lop Yorgs s ' rl rh 1 f r/a�//�� 2-00-00 SQUARE CUT END 12 2X4 TOP CHORD - WALL HEIGHT 8'-0" END DETAIL: COFFER 4-03Z -; O o 2-00-00 2-00-00 Cr VL SQUARE CUT END 12 2X4 TOP CHORD 6 (- WALL HEIGHT 81-01, END DETAIL: TYPICAL 4-03 -' I 0 00 4 Trusses must be stet plumb and square Do not sett 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 erb INCo a k 11 t ej r Or 3105 Oleander venue Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772.465.2012 Fax 772-465.8711 Vero Beach 772.569-2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM i Email: MAIL@CHAMBERSTRUSS.COM FHOP DRAWING / SUBMITTAL REVI APPROVED ❑ APPRO DAS NOTED ' REVISE AND RESUBMIT ❑ REJECTEb TECHNIQUES DF CONSTRUCTION,L I HIS WORK WITH" OTHER TRADES AND By:,A/I J Date,'. I Z Zv k :.. ` Architectonic Inc. I ......,-:For• Pierce, FL 34950 MITEK VERSION T 41:431. f"'"'"_ TERIA REDUCIBLE PER CODE SUCH AS SBC 1604.9.1 DESIGN CRITERIA County ST. LUCIE Building Department ST. LUCIE COUNTY' Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)!C-C hybrid Wind ASCE 7-16 Roofing Material 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 _O .2 0 Duration Factor REVIE'lil ,�0� 0 Wind Speed 160mph Top Chord GGODE COMIreathing by builder Bottom Chord$- Sheathing by builder Highest Mean 1gwtLUCIE19' .19'a3 Building Type. nclosed Building Category 80 Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2020 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing _ Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engine o e SPX- _ Chambers Truss Inc. Drawing Name: 77162 SCALE: 1/4" _ 1r_0 1 1 182 total trusses, 65 unique designs Designer: RLC Reviewed by`. RLC Date: 12/07/20 FOR GRANDE CONSTRUCTION DESCRIPTION: 465 SE VERDA AVE. Page 1 of 1 CUSTOMER INITIALS EACH PAGE 77162 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. r-� MiTek � RE: 77162 - 465 SE VERDA AVE. MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FLORIDA Project Name: 465 SE V�g�UAF61 odel: Lot/Block: Subdivision: - Address: 465 SE VERADA AVE 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 & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 65 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 conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers RL No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T22092512 A 12/7/20 15 T22092526 D9 12/7/20 2 T22092513 ATA 12/7/20 16 T22092527 D9A 12/7/20 3 T22092514 ATB 12/7/20 17 T22092528 E 12/7/20 4 T22092515 B 12/7120 18 T22092529 E1 12/7/20 5 T22092516 B1 12/7/20 19 T22092530 G 12/7/20 6 T22092517 D 12/7/20 20 T22092531 G 1 12/7/20 7 T22092518 D1 12/7/20 21 T22092532 . G2 12/7/20 8 T22092519 D2 12/7/20 22 T22092533 G3 1217/20 9 T22092520 D3 12/7/20 23 T22092534, G4 1217/20 10 T22092521 D4 1217/20 24 T22092535 G5 12/7/20 11 T22092522 D5 12/7120 25 T22092536 G6 12/7/20 12 T22092523 D6 12/7120 26 T22092537 G7 12/7/20 13 T22092524 D7 12/7/20 27 T22092538 G8 1217/20 14 T22092525 D8 12/7/20 28 T22092539 G9 12/7/20 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 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. FEW ODUW Q z F— 0100HOW� �V c� ain— u a w W Z�_uJ z oo v�zw2zo=0 r ci US 00 b 94 a DW~U U J a °d iLU t WO 0LL _ 0:1 cu g_ :3 o ZZOO m ®ej ra E z w xX6Wr `>u2�o_Figgg •- .� 2 ti m W�Z000, �000 z0 <L o c QZ0ZQ<zz �OWZOOm gnTesft(q ieo ® ¢ W>:u.f'Om mZ-JZW_00- =LU ui000Woo.O� ,`�{I1111//III, %,,P�'�ER P, �. GEN3.. No 22839 • .0.% STATE OF tu �1411 111111 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 Finn, Walter 1 of 2 MiTek' RE: 77162 - 465 SE VERDA AVE. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: GRANDE CONSTRUCTION OF FLORIDA Project Name: 465 SE VERADA AVE Model: Lot/Block: Subdivision: Address: 465 SE VERADA AVE City: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 29 T22092540 G9A 12/7/20 30 T22092541 GR5 12/7/20 31 T22092542 GRA 1217/20 32 T22092543 GRB 12/7120 33 T22092544 GRC 12/7/20 34 T22092545 GRID 12/7/20 35 T22092546 GRE 12/7/20 36 T22092547 GRF 12/7/20 37 T22092548 GRG 12/7/20 38 T22092549 GRH 12/7/20 39 T22092550 GRK 12/7/20 40 T22092551 J 1 12/7/20 41 T22092552 J3 12/7/20 42 T22092553 J5 12/7/20 43 T22092554 J7 12/7/20 44 T22092555 JA 12/7/20 45 T22092556 JA3 12/7/20 46 T22092557 JA5 12/7/20 47 T22092558 JB 12/7/20 48 T22092559 JC5 12/7/20 49 T22092560 JE1 12/7/20 50 T22092561 JE3 12/7/20 51 T22092562 JU 12/7/20 52 T22092563 KJ2 1217/20 53 T22092564 KJ3 12/7/20 54 T22092565 KJ5 12/7/20 55 T22092566 KJ7 12/7/20 56 T22092567 KJA 12/7/20 57 T22092568 MV2 12/7/20 58 T22092569 MV4 12/7/20 59 T22092570 MV6 12/7/20 60 T22092571 MV8 12/7/20 61 T22092572 MV10 12/7/20 62 T22092573 PBA 12/7/20 63 T22092574 PBB 12/7/20 64 T22092575 PBC 12/7/20 65 T22092576 PBD 12/7/20 2 of 2 Job Truss Truss Type Qty Piy T22092512 77162 A Hip 1 1 �465SEVERDAAVE. Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 1U:18:b4 202U Page 1 I ID:d7jOkGgH47Se3toPMJHbxAyBSve-QaJe6J106B6KgUfRsfHiPpuxWMU8KvAAxuBhKTyB06F -2-0-0 ` 6-3-9 9-0-0 12-0-0 14-8=8 21-0-0 2-0-0 6-3-9 2-8-8 3-0-0 2-8-8 6-3-9 4x4 = 4x4 = 19 5 Scale = 1:39.4 I" a 4x9 9-0-0 3-0 0 19-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.19 8-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.34 8-13 >731 240 BCLL 0.0 Rep Stress [nor YES WB 0.17 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.12 8-13 >999 240 Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-12 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Harz 2=196(LC 11) Max Uplift 7=-431(LC 12), 2=-611(LC 12) Max Grav 7=897(LC 18), 2=1004(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1376/933, 3-4=-1193/838, 4-5=-10331784, 5-6=-1198/854, 6-7=-1395/940 BOT CHORD 2-10=-739/1311, 8-10=-493/1070, 7-8=718/1217 WEBS 3-10=-373/369, 4-10=-222/466, 5-8=256/491, 6-8=-399/408 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-0-0, Exterior(2E) 9-0-0 to 12-0-0, Exterior(2R) 12-0-0 to 16-2-15, Interior(1) 16-2-15 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 7=431, 2=611. 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: December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 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 Job Truss Truss Type City Ply 465 SE VERDA AVE. T22092513 77162 ATA ATTIC 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.43U S NOV :iU 2U2U MI I eK Inaustrles, Inc. Mon uec i iu:imoo LULU rage i t ID:d?jOkGgH47Se3toPMJHbxAyBSve-unsOJflOsUEBSdEeQNoxy1 RxOmj23CsK9YwEswyB06E -2-0-U 6-8-0 8-3-11 9-2-0 10-6-0 11-10-0 12-8-5 13-11.8 20-7-8 2-0-0 6-8-0 1-7-11 10.5 1-4-0 1-4-0 -10.5 1-3-3 6-8-0 Scale=1:37.9 46 = I� 0 i_u_u 1. ono — i 6-8-0 13-11-8 i 20-7-8 6-8-0 7-3-8 6-8-0 Plate Offsets (X,Y)— [2:0-4-0,0-0-131 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.31 9-11 >797 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verl -0.52 9-11 >472 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.23 9-11 >999 240 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-3-8, 2=0-8-0 Max Horz 2=220(LC 11) Max Uplift 8=-277(LC 12), 2=-462(LC 12) Max Grav 8=1090(LC 19), 2=1199(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1908/560, 3-4=-1574/634, 4-5=-332/739, 5-6=-322/760, 6-7=-15511644, 7-8=-1905/590 BOT CHORD 2-11=-362/1635, 9-11=-362/1635, 8-9=362/1635 WEBS 3-11=0/528, 7-9=9/561, 4-12=-2462/1093, 6-12=-2462/1093 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ff; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E)-2-0-13 to 0-10-8, Interior(1) 0-10-8 to 10-6-0, Extedor(2R) 10-6-0 to 13-6-0, Interior(1) 13-6-0 to 20-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 200.0Ib AC unit load placed on the top chord, 10-6-0 from left end, supported at two points, 4-0-0 apart. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. Sealed by Finn, Walter, PE 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-12, 6-12 using a Digital Signature. 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 Printed copies of this 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=277, 2=462. document are not considered 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 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 r 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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 We[( 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, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss Truss Type Qty Ply T22092514 77162 AT13 ROOF SPECIAL 2 1 �461SEVERDAAVE. Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:18:58 2020 Page 1 i ID:d?jOkGgH47Se3toPMJHbxAyBSveJMYBxhov9PcIJ5yD5VLeaf3dHzj 1 G WNmsW9uTFyB06B -2-o-d 5-0-0 7-6-0 10-6-0 13-6-0 15-7-8 2G-7-8 , 2-0-0 5-0-0 2-6-0 3-0-0 3-0-0 2-1-8 ' 6-0-0 ' 4x4 = Scale=1:38.2 Ia 5-0-0 7-6-0 10-6-0 13-6-0 , 15-7-8 , 20-7-8 5-0-0 2-6-0 3-0-0 3-0-0 2-1-8 5-0-0 Plate Offsets (X Y)— [8:0-0-0 0-0-8], [11:G-6-0 Edge], [13:0-6-0.0-4-4] 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 0.30 Vert(LL) -0.22 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.49 12-13 >507 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.99 Horz(CT) 0.39 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.27 12-13 >905 240 Weight: 115 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 SP M 30 'Except* BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. 4-14,6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 8=0-3-8, 2=0-8-0 Max Horz 2=220(LC 11) Max Uplift 8=-321(LC 12), 2=-505(LC 12) Max Grav 8=859(LC 1). 2=978(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15401805, 34=428811917, 4-5=1975/899, 5-6=-1974/908, 6-7=-4365/1931, 7-8=-1463/797 BOT CHORD 2-15=-639/1335, 4-13=-723/1820, 12-13=-1540/3864, 11-12=-1514/3933, 6-11=-780/1899, 8-9=-604/1247 WEBS 3-15=-13651705, 13-15=-907/1906, 3-13=-860/2447, 7-9=1585/801, 9-11=958/1982, 7-11=-865/2597, 5-12=-547/1462, 4-12=-2270/1102, 6-12=-2314/1090 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-6-0, Exterior(2R) 10-6-0 to 13-7-12, Interior(1) 13-7-12 to 20-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 This item has been plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Finn, Walter, PE 4) 200.01b AC unit load placed on the bottom chord, 10-6-0 from left end, supported at two points, 4-0-0 apart. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 8=321, 2=505. 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: December 7,2020 �— WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092515 77162 B Common 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 710:18:59 2020 Page 1 t ID:d?jOkGgH47Se3toPMJHbxAyBSve-nY6X9OoXwjkcwFXPfDtt6tblrNCE?Anv4AuS?hyBO6A i-2-0-0' 4-5-4 i 8-4-0 12-2-12 _ 16-8-0 18-6-0 2-0-0 4-5-4 3 1,12 3-10-12 4-54 2-0-0 5x6 = Scale = 1:33.6 Id 8-4-0 16-8-0 B-4-0 84-0 Plate Offsets (X,Y)— [2:0-0-12,Edge), [4:0-0-12,Edgej, (6:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.11 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.21 6-12 >968 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 4 file n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.15 6-12 >999 240 Weight: 65 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) 2=0-8-0, 4=0-8-0 Max Horz 2=190(LC 11) Max Uplift 2=-510(LC 12), 4=510(LC 12) Max Grav 2=728(LC 1), 4=728(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-856/718, 3-4=856/718 BOT CHORD 2-6=-358/684, 4-6=-358/684 WEBS 3-6=-50/385 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 8-4-0, Exterior(2R) 8-4-0 to 11-4-0, Interior(1) 11-4-0 to 18-8-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has been 2=510, 4=510. 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,.Ind. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall m� 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 ANS11TPN 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 465 SE VERDA AVE. T22092516 77162 B1 Common 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:18:59 2020 t ID:d7okGgH47Se3toPMJHbxAyBSve-nY6X9OoXwjkcwFXPfDtt6tbkMNBB?Amv4AuS?t -2-M 4-54 8-4-0 12-2-12 16-8-0 2-M 4-5-4 3-10-12 3-10-12 4-5-4 5x6 = 3 Scale = 1:32.5 2x3 II I� 84-0 18-4-0 Plate Offsets (X,Y)— [2:0-0-8,Edge], [4:0-14,Edge], [5:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.14 5-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.25 5-9 >810 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.19 5-9 >999 240 Weight: 63 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 8-8-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=183(LC 11) Max Uplift 4=-337(LC 12), 2=-523(LC 12) Max Grav 4=610(LC 1), 2=735(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-877/755, 34=-874/775 BOT CHORD 2-5=-501/703, 4-5=-501/703 WEBS 3-5=-85/388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13.to 0-11-3, Interior(1) 0-11-3 to 8-4-0,.Exterior(2R) 8-4-0 to 11-4-0, Interior(1) 11-4-0 to 16-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and 4=337, 2=523. 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: December 7,2020 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 vedy 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 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 465 SE VERDA AVE. T22092517 77162 D Half Hip 1 1 Job Reference o tional chambers Truss, Inc., Fort Fierce, FL 0.40U 5 INUV JU LULU IVII I UK II IUUbL11 S. II- IVIUII — 1 1W. 1Q. 1 4 4ray. i r ID:d?jCkGgH47Se3toPMJHbxAyBSvegxEHaignSK_KAYhnmdvLBlh2BAuSTxvCYTNY4ZyBO68 1-10-✓# 9-8.12 17-5-4 25-1-12 33-0.0 1-10-8 7-10-4 7-8-8 7-8 8 7-10-4 6.00 12 4x8 = 2x3 11 3x4 = 4x6 = 3x4 = 16 3 17 4 5 18 19 6 20 Scale = 1:57.2 4x5 = 7 15 14 13 11 9 8 3x6 II 3x4 = 4x4 = 3x6 = 3x8 = 3x6 = 45 = 3x6 II 0-8 , 9-8-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.65 BC 0.41 WB 0.75 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) -0.15 11 >999 360 Vert(CT) -0.29 11-13 >999 240 Horz(CT) 0.04 8 n/a n/a Wind(LL) 0.21 11 >999 240 PLATES GRIP MT20 244/190 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 2-13, 7-9 REACTIONS. (size) 8=0-3-8, 15=Mechanical Max Horz 15=50(LC 12) Max Uplift 8=-692(LC 12), 15=680(LC 12) Max Grav 8=121O(LC 1), 15=121O(LC 1.) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589/379, 2-3=1987/1270, 3-5=-2353/1451, 5-6=-2353/1451, 6-7=-1742/1066, 7-8=-1140/782, 1-15=-1231/771 BOT CHORD 13-14=-375/508, 11-13=-1270/1987, 9-11=-106611742 WEBS 2-14=-844/652, 2-13=-1021/1693, 3-13=-660/542, 3-11=-312/423, 5-11=-397/365, 6-11=-444/700, 6-9=-796/641, 7-9=-1197/1960, 1-14=-693/1114 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 1-10-8, Exterior(2R) 1-10-8 to 6-6-8, Interior(1) 6-6-8 to 32-10-4 zone;C-C for members and forces 81 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically signed and 7) Refer to girder(s) for truss to truss connections. Sealed by Finn, Walter, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) using a Digital Signature. 8=692, 15=680. 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 r 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPli Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092518 77162 D1 Half Hip 1 1 Job Reference o tional Ghambers Truss, Inc., 3-10-8 3-10-8 6.00 12 3x4 Fort Pierce, FL 11-9-0 7-10-8 4x8 = 3x4 = 17 2 16 19 3 20 U.4JU S NOV JU 2ULU MI I eK Inaustrles, Inc. Mon uec i 1 U:1 v:UL LULU rage 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-B7ofn2rPDe6BniG_KLQakVD8ra6YCKCMm776cOyB067 19-7-8 27-6-0 33-0-0 7-10-8 7-10-8 5-6.0 3x6 = 5x6 = 3x4 II 4 215 22 6 15 14 "" 13 '` 11 10 3x6 II 3x4 = 3x5 = 3x6 = 4x12 = 3x4 II Scale = 1:61.1 7x8 MT18HS = 7 V 11I N It.S 16 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 3-10 8 11-9-0 19-7-8 27-6-0 33-0-0 3-10-8 7-10-8 7-10-8 7-10-8 5-0-0 Plate Offsets (X,Y)— [2:0-5-8,0-2-0], [7:0-3-8,Edge], [9:0-4-4,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.39 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.70 10-11 >559 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.60 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.47 10 >841 240 Weight: 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 6-10: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 5-9,7-9: 2x4 SP M 30 REACTIONS. (size) 15=Mechanical, 16=0-3-8 Max Horz 15=106(LC 12) Max Uplift 15=-672(LC 12), 16=-700(LC 12) Max Grav 15=1404(LC 17), 16=1336(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1075/613, 2-3=-2015/1181, 3-5=2088/1181, 5-6=4888/2856, 6-7=-4966/2840, 8-16=-1336/750,7-8=-1225/754,1-15=1371/789 BOT CHORD 13-14=-604/935, 11-13=-1181/2015, 6-9=-323/326 WEBS 2-14=-578/466, 2-13=-696/1332, 3-13=-521/438, 5-11=-857/667, 9-11=-1301/2279, 5-9=-1695/2835,7-9=-2872/5009,1-14=-640/1221 Structural wood sheathing directly applied or 2-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 2-13, 9-11, 5-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-5-6, Interior(1) 3-5-6 to 3-10-8, Exterior(2R) 3-10-8 to 8-6-8, Interior(1) 8-6-8 to 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building —Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=672, 16=700. 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: December 7,2020 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 verity the applicability of Resign 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 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 Job Truss Truss Type City Ply 465 SE VERDA AVE. T22092519 77162 D2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:04 2020 Page 1 ID:d?jOkGgH47Se3toPMJ HbxAyBSve-7 WvQCksflFMv10QMRmS2pwJdBOtNgFaeERcDhuyBO65 ' 4-10-8 12-M 19-11-8 27-M i33-0-0 4-10-8 7-6-8 7.6-8. 7-6 8 5-0 0 6.00 12 3x5 Ic 4x8 = 3x4 = 3x6 = 5x6 = 3x4 II 2 18 3 19 4 20 5 21 6 15 14 13 "" 11 10 3x6 II 3x4 = 3x6 = 4x10 = 3x4 II 3x4 = Scale = 1:59.2 3x10 = 7 V A IC6 16 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 4-10-8 12-5-0 19-11-8 27-6-0 i 33-0-0 4-10-8 7-6-8 7 6 8 7-6 8 5 Plate Offsets (X,Y)— [2:0-5-4,0-2-01,[9:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.24 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.44 10-11 >8B9 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.36 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.26 10 >999 240 Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-16, 3-11, 9-11, 5-9 7-9: 2x4 SP M 30 REACTIONS. (size) 15=Mechanical, 16=0-3-8 Max Harz 15=134(LC 12) Max Uplift 15=-667(LC 12), 16=-705(LC 12) Max Grav 15=1420(LC 17), 16=1344(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1206/677, 2-3=-1902/1119, 3-5=1902/1080, 5-6=3585/2091, 6-7=-3629/2081, 8-16=-1344/757, 7-8=-1240/765, 1-15=1360/787 BOT CHORD 13-14=-671/1047, 11-13=-1119/1902, 6-9=-343/333 WEBS 2-14=-483/400, 2-13=-566/1119, 3-13=-472/391, 5-11=779/614, 9-11=-1215/2123, 5-9=-1039/1728, 7-9=-2158/3753, 1-14=-619/1229 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-5-6, Interior(1) 3-5-6 to 4-10-8, Exterior(2R) 4-10-8 to 9-6-8, Interjor(1) 9-6-8 to 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building, Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Finn, Walter, PE 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this P 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified 15=667, 16=705. on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 690.4 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A 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, notISO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VAiTe k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 T22092520 77162 D3 Hip 1 1 �465SEVERDAAVE. Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:05 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-biToP4tIWZUmeA?Z?TzHM8rfjoAl PhroT5LmDLyB064 6-10-8 12-11-o 14-M 18-11.8 25-0-0 31-M 33-0-0 , 6-10-8 6-0 8 1-7-0 4-5-8 6-0 8 6-M 1-11-8 4x10 = 2x3 II 3x6 = 3x8 = 4x10 = 6.00 12 2 18 19 203 4 5 21 6 22 5x6 3x4 4x4 = 7 14 3x6 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 6-10-8 31-0-8 33-0-0 Scale = 1:58.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.47 11-12 >835 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.91 11-12 >431 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.77 15 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.68 11-12 >573 240 Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. 6-11: 2x4 SP M 30 WEBS 1 Row at midpt 5-12, 6-10, 2-12 REACTIONS. (size) 14=Mechanical, 15=0-3-8 Max Harz 14=139(LC 12) Max Uplift 14=-666(LC 12), 15=-706(LC 12) Max Grav 14=121O(LC 1), 15=121O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1544/1024, 2-3=-3038/2083, 3-5=3033/2078, 5-6=6244/4060, 6-7=-684/474, 7-8=-763/484, 1-14=-1158/839, 9-15=1210/802, 8-9=-1266/786 BOT CHORD 12-13=-974/1354, 11-12=-3037/4588, 10-11=-2405/3578 WEBS 2-13=-492/429, 3-12=-386/361, 5-12=1736/1160, 5-11=116011967, 6-11 =1 860/3087, 6-10=-3241/2230, 1-13=-783/1315, 8-10=-701/1146, 2-12=-1184/1903 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-5-6, Interior(1) 3-5-6 to 6-10-8, Exterior(2R) 6-10-8 to 11-6-8, Interior(1) 11-6-8 to 31-0-8, Exterior(2E) 31-0-8 to 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 5) All plates are MT20 plates unless otherwise indicated. electronically Signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Finn, Walter, PE 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 ususi a Dicopiesal Signature. Digital a using al will fit between the bottom chord and any other members. Printed of this 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 15 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified 14=666, 15=706. on any electronic copies. Walter P. Finn PE No.22839 MiTekUSA,]= FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mirek® 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 ANSI1rFI1 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 T22092521 77162 D4 Roof Special 1 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:06 2020 Page 1 L ID:d7jOkGgH47Se3toPMJHbxAyBSve-4u1AdQuwHscdGKZIZBVWuLOrDBb587Xxhl5JInyBO63 7:09 15-3-0 ,16-7-8 , 22-1-8 2?f O 29-0-8 33-0-0 70 7-9-0 1-4 8 5-6-0 6-2-8 3-11.8 4x10 = 4x4 4x8 = 2x3 II 5x6 = 4 22 23 5 24 25 4x12 = 15 3xs II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale = 1:59.7 26 16 7-6-0 16-3-0 ,16-7-8 , 22-1-8 29-0-8 33-0-0 7-0-0 7-9-0 1-4-8 5-6-0 6-111 3-11-8 Plate Offsets (X Y)— [1:Edoe 0-1-12] [2:0-7-0 0-2-01,14:0-5-4,0-2-0] [6:0-9-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.95 Vert(LL) -0.26 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.49 10-11 >804 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.40 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.38 10-11 >999 240 Weight: 194 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 6-10: 2x4 SP M 30 WEBS REACTIONS. (size) 15=Mechanical, 16=0-3-8 Max Horz 15=139(LC 12) Max Uplift 15=-666(LC 12), 16=-706(LC 12) Max Grav 15=1210(LC 1),16=1210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1609/1149, 2-3=-2891/2188, 3-4=-2987/2263, 4-5=-3750/2764, 5-6=-3750/2764, 6-7=-1231/879, 1-15=-1156/898, 8-16=-1210/876, 7-8=-1192/885 BOT CHORD 14-15=-256/186, 12-14=-109011407, 11-12=-2181/3029, 10-11 =-1 953/2756, 9-10=-734/1084 WEBS 2-14=-440/444, 2-12=-1173/1692, 3-12=-1015/806. 3-11=664/540, 4-11=540/737, 4-10=-802/1181, 5-10=-371/370,6-10=-2030/2863,6-9=693/600,1-14=-873/1348, 7-9=-820/1203 Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 4-11-14 oc bracing. 1 Row at midpt 2-12, 6-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-5-6, Interior(1) 3-5-6 to 7-6-0, Exterior(2R) 7-6-0 to 10-9-10, Interior(1) 10-9-10 to 16-7-8, Exterior(2R) 16-7-8 to 19-11-2, Interior(1) 19-11-2 to 29-0-8, Exterior(2R) 29-0-8 to 32-4-2, Interior(1) 32-4-2 to 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall.by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=666,16=706. 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: December 7,2020 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 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 properly 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 465 SE VERDA AVE. T22092522 77162 D5 Roof Special 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 Mil ek Industries, Inc. Mon Dec 7 i0 19:07 LULU Page 1 I D:d?jOkGgH 47Se3to P MJ HbxAyBSve-Y4bYgmvY2AkUuT8x7uOl RZx?zbwEtcj5wP qtl DyB 062 r r 55--66-0 13-3-0 2-1:1 2d 2-08 33-0-0 -0 7-9-0 5-11-8 ' Scale = 1:59.6 48 = 2x3 II 48 = 4 22 5 23 24 6 4x5 16 15 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3x6 II LOADS IMPOSED BY SUPPORTS (BEARINGS). 22-1-8 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 FBC2020/TPI2014 CSI. TC 0.95 BC 0.51 WB 0.85 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) -0.23 11-13 >999 360 Vert(CT) -0.42 11-13 >936 240 Horz(CT) 0.31 16 n/a n/a Wind(LL) 0.33 11-13 >999 240 PLATES GRIP MT20 244/190 Weight: 195 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-13, 7-16 REACTIONS. (size) 15=Mechanical, 16=0-3-8 Max Harz 15=-164(LC 10) Max Uplift 15=-666(LC 12), 16=-706(LC 12) Max Grav 15=1210(LC 1), 16=1210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1389/1009, 2-3=-3263/2438, 3-4=2632/1962, 4-5=2602/2044, 5-6=-2602/2044, 6-7=-1534/1128, 1-15=-1174/896, 8-16=-1210/873, 7-8=1163/894 BOT CHORD 14-15=-255/202, 13-14=-1036/1276, 11-13=-2597/3439, 10-11=-1746/2388, 9-10=-931/1338 WEBS 2-14=-588/535, 2-13=-1568/2240, 3-13=-1224/998, 3-11=1070/867, 4-11=-421/641, 4-10=-274/468, 6-1 0=-1 181/1589, 6-9=541/502, 1-1.4=846/1257, 7-9=-920/1321 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-5-6, Interior(1) 3-5-6 to 5-6-0, Exterior(2R) 5-6-0 to 8-9-10, Interior(1) 8-9-10 to 18-7-8, Exterior(2R) 18-7-8 to 22-1-8, Interior(1) 22-1-8 to 27-0-8, Exterior(2R) 27-0-8 to 30-4-2, Interior(1) 30-4-2 to 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Finn, Walter, PE 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members. Printed COp12S Of this 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified 15=666, 16=706. on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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�e building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T22092523 77162 D6 Roof Special 1 1 �465SEVERDAAVE. Job Reference o iional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:08 2020 Page 1 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-0H9w25vApUlLVdj8gcX_mT95?Ejc3NE93aQgfyBO61 r , 3-6-0 11-3-0 15-11.4 20-7-8 25-0 8 33-0-0 3�6-07-9-0 4-8-4 4-84 4-5-0 _ 7-11-8 4x8 = Scale = 1:62.9 4x8 = 5 20 2122 6 3x6 i 19 23 4 5x6 Q 6.00 12 4x12 = 7 5x8 = 2 3x4 5- 17 18 10 1 11 5x6 = 9 04 1�2 n 3x4 3x4 zz 12 ns 13 46 3.00 12 8 5x10 3x 14 3x4 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 16 15 3x6 II LOADS IMPOSED BY SUPPORTS (BEARINGS). 3 6.0 11-3-0 20-7-8 22-1-8 , 25_01 33-0-0 3l6 7-9-0 9-4-8 1_ 2-11-0 7-11-8 _Plate Offsets (X,Y)— [2:0-9-0,0-2-0j, [5:0-5-4,0-2-0j, [6:0-5-4,0-2-0j, [7:Edge,0-1-12j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.28 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.63 11-13 >626 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.31 16 n/a file BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.42 11-13 >937 240 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-13, 7-16, 7-9 2-13: 2x4 SP M 30 REACTIONS. (size) 15=Mechanical, 16=0-3-8 Max Horz 15=-204(LC 10) Max Uplift 15=-666(LC 12), 16=-706(LC 12) Max Grav 15=1210(LC 1), 16=1210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1045/778, 2-3=-3670/2618, 3-4=-4299/3118, 4-5=2271/1712, 5-6=-1978/1630, 6-7=-174011269, 1 -1 5=-1 197/894, 8-16=-1210/864, 7-8=-11501896 BOT CHORD 13-14=-842/1046, 11-13=-2182/2900, 10-11=-1444/2029, 9-10=-1032/1500 WEBS 2-14=-778/660,2-13=-1971/2914,3-13=-2215/1703,4-13=-1024/1442,4-11=932/811, 5-11=-479/865, 6-10=-731/1000, 6-9=395/427, 1-14=-804/1146, 7-9=-962/1417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-6-0, Exterior(2R) 3-6-0 to 6-9-10, Interior(1) 6-9-10 to 20-7-8, Exterior(2R) 20-7-8 to 23-11-2, Interior(1) 23-11-2 to 25-0-8, Exterior(2R) 25-0-8 to 28-4-2, Interior(1) 28-4-2 to 32-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=666,16=706. 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 8904 Parke East Blvd. Tampa FL 33610 Date: A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 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 ANSI17'Pl1 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, MO 20601 Tampa, FL 36610 December 7,2020 X Job Truss Truss Type Qty Ply T22092524 77162 D7 Piggyback Base 1 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., Fort Hlerce, FL 0.9au J Ivuv ou 4- IVII I CI w1uList 66, IINI. 100il Ueu 1 1 V I a. 1Z rage I I D: d?j OkGgH47 Se3toP M J H bxAyB Sve-yfHhTnxQ K5721xtWoOZS3BZZgpgb4?j XcN3XuYyBO6? 1-�-0 51-8 9-3-0 13-8-0 20-11 25-7-0 31-3-11 3%11-14 44-7-0 4rr7-0 SO 3-10-8 3-10-8 4-5-0 6-5 0 5-6-0 5 8 11 5 8-3 7-7-2 Scale = 1:80.6 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY 5x8 = sx8 = PURLINS AT 2-0-0 OC. MAX. 6 29 30 7 TYPICAL. 3x4 3x4 i 28 31 5x6 WB 6.00 12 5 8 5x6 = 5x6 = 9 4x5 - 2 5x12 = 3x4 1 16 10 17 2 4x4 54 II 15 1918 4x4 Co 14 32 20 7x8 WB :r- 6x8 zz 13 6x8 44 3.00 12 4x4 ZZ 11 12 I{ 21 0 22 6x8 5x10 3x10 II 1 6-0 9-3-0 13-8-0 20-1-0 22-1-8 25-7-0 34-4-3 44-7-0 -6-0 7-9-0 4-5-0 6-5-0 2-0-8 3-5-8 8-9-3 10-2-13 Plate Offsets (X Y)— [2:0-3-0,0-2-0] [4:0-3-0,0-3-4],[6:0-5-8,0-2-4] [7:0-6-0,0-2-8],[9:0-3-0,Edge],[11:0-3-15,0-1-2],[16:0-4-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.64 16 >834 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.18 16 >451 240 BCLL 0.0 Rep Stress Incr YES WE 0.71 Horz(CT) 0.78 11 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -MS Wind(LL) 0.81 16 >657 240 Weight: 282 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 SP No.2 *Except* except end verticals. 18-22: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-17. 3-21 3-20: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 22=Mechanical, 11=0-8-0 Max Horz 22=-355(LC 10) Max Uplift 22=-935(LC 12), 11=-1090(LC 12) Max Grav 22=1642(LC 1), 11=1758(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-768/513, 2-3=683/491, 3-4=-6188/4029, 4-5=-5982/3870, 5-6=-4556/2935, 6-7=-4483/2971, 7-8=-4192/2768, 8-10=-5376/3521, 10-11=-5743/3760, 1-22=-170811127 BOT CHORD 21-22=-339/393, 20-21=-1567/2876, 19-20=-3950/6608, 17-19=-3175/5523, 16-17=-2116/4129, 15-16=1984/3801, 13-15=-2734/4596, 11-13=-3272/5230 WEBS 4-20=-2641/1744, 4-19=-1071/762, 5-19=-284/560, 5-17=1440/1089, 6-17=-477/817, 6-16=-563/1016, 7-16=-654/1324, 7-15=-417/721, 8-15=950/768, 8-13=-262/649, 10-13=-428/417, 1-21=-974/1498, 3-21=-2822/1940, 3-20=-2418/3917 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 1-6-0, Exterior(2R) 1-6-0 to 5-11-8, Interior(1) 5-11-8 to 20-1-0, Exterior(2R) 20-1-0 to 24-6-8, Interior(1) 24-6-8 to 25-7-0, Exterior(2R) 25-7-0 to 30-0-8, Interior(1) 30-0-8 to 46-7-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=935, 11=1090. 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.22a39 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 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 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 ANSIITPI1 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 T22092525 77162 IDS Piggyback Base 1 1 �465SEVERDAAVE. Job Reference (optional) • Chambers truss, Inc., Fort coerce, FL O."Ou J IN— o. I - 1 .1 "1...0 ICJ, n N. ry ray. 1 ID:d7jOkGgH47Se3toPMJHbxAyBSve-Qsg3g7y25PFvN5SiMk4hbP5ieCggpSigrl o4RyB06_ 321-8 7-3-0 13-8-0 20-1-0 25-7-0 31-3-11 36-11-14 44-7-0 46-7-0 3-7-8 3-7-8 6-5-0 6-5-0 5-8-0 5-8-11 5-8-3 7-7-2 5x8 = 5x8 = 26 27 6 6.00 12 _5 3x4 i 25 4 3x4 II 7x8 — 1 4x12 = 15 16 4x4 ::::5x6 II 14 1817 4x4 7x8 WB 19 4x4 3.00 12 6x10 20 6x8 7-3-0 28 3x4 7 4x6 8 3x4 9 13 29 6x8 ; 12 4x4 ZZ 344-3 44-7-0 Scale=1:79.1 5x10 ZZ 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 FBC2020/TPI2014 CSI. TC 0.84 BC 0.98 WB 0.71 Matrix -MS DEFL. in Vert(LL) -0.68 Vert(CT) -1.25 Horz(CT) 0.82 Wind(LL) 0.87 (loc) I/deft 15 >787 15 >425 10 file 16 >616 Lid 360 240 n/a 240 PLATES GRIP MT20 244/190 Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 3-18, 4-16, 2-20 17-20: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 2-19: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 20=Mechanical, 10=0-8-0 Max Horz 20=-362(LC 10) Max Uplift 20=-934(LC 12), 10=-1092(LC 12) Max Grav 20=1642(LC 1), 10=1758(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6815/4278, 3-4=-6052/3819, 4-5=-4551/2901, 5-6=4482/2938, 6-7=-4192/2744, 7-9=-5376/3498,9-10=-5743/3738 BOT CHORD 19-20=-1241/2507, 18-19=4349/7397, 16-18=3171/5624, 15-16=2081/4123, 14-15=-1963/3802, 12-14=2712/4596, 10-12=3251/5230 WEBS 3-19=-2990/1974, 3-1 8=-1 759/1160, 4-18=-228/572, 4-16=-154111128, 5-16=4791825, 5-15=-570/1035, 6-15=-650/1336, 6-14=416/720, 7-14=-950/768, 7-12=-263/651, 9-12=-428/417, 2-20=-2993/1974, 2-19=-2987/4878 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=45ft; eave=5ft; Cat. This item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-7-4, Interior(1) 4-7-4 to 20-1-0, Exterior(2R) 20-1-0 to 24-6-8, Interior(1) 24-6-8 to 25-7-0, Exterior(2R) 25-7-0 to 30-0-8, Interior(1) 30-0-8 to 46-7-13 zone;C-C for members and electronically Signed and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Finn, Walter, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies Of this P 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. signature must be Verified 7) Refer to girder(s) for truss to truss connections. On any electronic copies. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P. Finn PE No.22839 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTek USA, Inc. FL Cert6634 20=934, 10=1092. 6904Parke East Blvd. Tampa FL 33610 December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply - T22092526 77162 D9 Piggyback Base 1 1 �465SEVERDAAVE. Job Reference o tional ° Chambers Truss, Inc., Fort Pierce, FL d.43U s NOV au ZUZU Ivd I eK mausrnes, inc. Ivlon uec i-Iu:-Iy:-14 LULU rage I ID:d?jOkGgH47Se3toPMJHbxAyBSve-u20RtTzhsiNm FlvvRcw8ceuDcV3Ys5g4hYeyRyBO5z 1-94 5-3-0 7-8-8 10-2-6 12-8-0 15-1-11 20-1-0 25-7-0 31-3-11 36-11-14 44-7-0 46-7-0 2-9 4 2-5 12 2-5 8 2-5 14 2-5 10 2-5-11 4-11-5 5 6 0 5 8 11 5 8-3 7-7-2 Scale=1:80.4 5x8 = 6.00 12 5x8 = 8 31 32 9 4x4 i 3x4 6x8 i 730 33 5x6 WB 10 6 11 4x4 i 5 3x4 3x4 II 18 12 3x4 II 8x14 = 4 19 17 4x4 �5x6 11 1 2 20 4x4 zz: 16 21 34 u5 7xe 6x8 zz: 15 22 4x4 3.00 12 4x4 ZZ 13 23 24 5x8 = 14 I4 d 3x4 II 12x2O 25 5x10 6x8 2-9 4 5-3-0 7 8-8 , 12 8-0 20-1-0 22-11 , 25-7-0 34-4-3 44-7-0 2-9-4 2�5-12 2-5-8 4-11 8 7 5 0 2-0-8 3-5 8 8-9 3 10-2-13 Plate Offsets (X,Y)— [2:0-7-0,0-3-8], [6:0-4-0,Edge], [8:0-6-0,0-2-8], [9:0-6-0,0-2-8], [11:0-3-0,Edge], [13:0-3-15.0-1-2], [18:0-4-12,0-2-8], [22:0-2-8,0-2-0], [23:0-5-4.0-3-12], [25:0-3-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.73 19 >733 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.36 19-21 >392 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.87 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.94 19-21 >564 240 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-22: 2x6 SP 240OF 2.OE, 6-8,3-6: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 20-25: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 2-23: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 25=Mechanical, 13=0-8-0 Max Horz 25=-387(LC 10) Max Uplift 25=-930(LC 12), 13=-1095(LC 12) Max Grav 25=1642(LC 1). 13=1758(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7794/5034, 3-22=-539/421, 3-4=-8231/5264, 4-5=-8094/5243, 5-7=-6439/4130, 7-8=-4559/2947, 8-9=-4481/2958, 9-10=-4192/2760, 10-12=-5376/3513, 12-13=-5743/3753 BOT CHORD 24-25=-1764/3252, 23-24=1727/3201, 22-23=5012/8222, 21-22=-3997/6823, 19-21=-3005/5341, 18-19=2100/4125, 17-18=1977/3802, 15-17=2727/4596, 13-15=-3265/5230 WEBS 3-23=-3074/2016, 7-19=-1291/998, 8-19=-566/942, 8-18=-576/1020, 9-18=-655/1345, 9-17=-415/720, 10-17=-951/768, 10-15=-263/651,12-15=-428/417, 5-21=-910/699, 5-22=-772/1180, 2-23=-3178/4953, 2-24=-233/444, 2-25=-3734/2444, 7-21=669/1157 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically Signed and 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=45ft; eave=5ft; Cat. sealed by Finn, Walter, PE II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 4-7-4, Interior(1) 4-7-4 to 20-1-0, Exterior(2R) using a Digital Signature. 20-1-0 to 24-6-8, Interior(1) 24-6-8 to 25-7-0, Exterior(2R) 25-7-0 to 30-0-8, Interior(1) 30-0-8 to 46-7-13 zone;C-C for members and o Printed copies of this p forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 4) Provide adequate drainage to prevent water ponding. Signature must be Verified 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' on any electronic copies. 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. Walter P. Finn PE No.22339 7) Refer to girder(s) for truss to truss connections. MiTek USA, Inc. FL Cart 6634 48) Bearing at joint(s) 13 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface.' Date: Continued on page 2 December 7,2020 ® 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 onlywith 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092526 77162 D9 Piggyback Base 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec f 1U:19:1Z ZUZU Page 2 ID:d7jOkGgH47Se3toPMJHbxAyBSve-u2ORtTzhsiNm F1vvRcw8ceuDcV3Ys5g4hYeyRyBO5z NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 25=930, 13=1095. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall nn lAr� p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VYT ek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092527 77162 D9A Piggyback Base 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:13 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-MEyp5pzJdOVdcOc5T979hgB3TOx1HT9zlLHBUtyBO5y '3-0-0 8-85 14-4-11 20-1-0 25-7-0 31-3-11 3%:11-14 44-7-0 46-7-0 3-0-0 5 8 5 5 8-5 5-8-5 5-6-0 5-8 11 5 8 3 7-7-2 2 0 0 5x8 = 6.00 12 5x8 = 20 4x10 4x5 3x4 11 3-0-0 11-0-8 20-1-0 ,22-1-8 , 25-7-b 34-4-3 44-7-0 Scale = 1:80.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.82 BC 0.61 WB 0.28 Matrix -MS DEFL. in Vert(LL) -0.48 Vert(CT) -0.90 Horz(CT) 0.51 Wind(LL) 0.65 (loc) Udefl L/d 2-19 >999 360 2-19 >593 240 11 n/a n/a 2-19 >824 240 PLATES GRIP MT20 244/190 Weight: 539 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-2,4-6: 2x6 SP No.2, 2-4: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2x6 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. 18-20: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (size) 20=Mechanical, 11=0-8-0 Max Horz 20=-415(LC 10) Max Uplift 20=-928(LC 12), 11=-1097(LC 12) Max Grav 20=1642(LC 1), 11=1758(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-773/517, 1-2=-610/381, 2-3=7980/4950, 3-5=-7060/4290, 5-6=-4525/2749, 6-7=-4485/2791,7-8=-4192/2609,8-10=-5375/3372,10-11=-5741/3616 BOT CHORD 2-20=-265/742, 2-19=-4474/7784, 17-19=-3010/5619, 16-17=-1956/4117, 15-16=-1839/3802, 13-15==2588/4596, 11-13=-3140/5228 WEBS 3-19=-1112/886, 5-19=-836/1540, 5-17=-1539/1155, 6-17=-474/850, 6-16=-574/1075, 7-16=-602/1361, 7-15=-412/719, 8-15=951/769, 8-13=272/651, 10-13=-428/419 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 DO, 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 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 This Item has been 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. electronically signed and 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=45ft; eave=5ft; Cat. sealed by Finn, Walter, PE 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-0-0, Interior(1) 3-0-0 to 20-1-0, Exterior(2E) using a Digital Signature. 20-1-0 to 25-7-0, Exterior(2R) 25-7-0 to 31-10-11, Interior(1) 31-10-11 to 46-7-13 zone;C-C for members and forces & MWFRS for Printed copies of this P reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the FJ Provide adequate drainage to prevent water ponding. Signature must be Verified 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. On any electronic COPIeS. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Walter P. Finn PE No.22639 9) Refer to girder(s) for truss to truss connections. MiTek USA, Ind. FL Cert 6634 '10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. Date: Continued on page 2 December 7,2020 ®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 Mn`ek® 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 A� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I iTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Job Truss Truss Type City Ply 465 SE VERDA AVE. T22092527 77162 D9A Piggyback Base 1 n L Job Reference (optional) ' Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Dec 7 10:19:14 ZU20 Page 2 _ ID:d7jOkGgH47Se3toPMJHbxAyBSve-rRWC19_xOKdUEYBH1seOD1jEDQHGOwP7X?lkOJyBO5x NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=928, 11=1097. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 M iTek" is always required for stability and to prevent collapse with passible 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 465 SE VERDA AVE. T22092528 77162 E COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:14 2020 Page 1 ID:d70kGgH47Se3toPMJHbxAyBSve-rRWCl9_xOKdUEYBH 1 seOD1jMCQMbOy47X?1 kOJyBO5x r, 2-1-12 6-2-0 9-7-12 124-0 12if-2 0-0-2 2-1-12 - 4-0-4 3-5-12 2-8-4 0-0-2 I 4x4 = 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 7.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 Rep Stress Incr YES WB 0.17 BCDL 10.0 Code FBC20201TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 8=0-3-8 Max Horz 10=-114(LC 10) Max Uplift 10=-490(LC 12). 8=421(LC 12) Max Grav 10=424(LC 1), 8=490(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-132/287 WEBS 3-10=-263/563, 5-8=-279/584 Scale = 1:23.0 I� DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.07 9-10 >999 240 MT20 244/190 Vert(CT) -0.05 9-10 >999 240 Horz(CT) -0.00 8 n/a n/a Weight: 46lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 6-2-0, Exterjor(2R) 6-2-0 to 9-2-0, Interior(1) 9-2-0 to 12-4-15 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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) except (jt=lb) 10=490, 8=421. 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. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A 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 Nil 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 465 SE VERDA AVE. T22092529 77162 E1 COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:15 2020 Page 1 ID:d?jOkGg H47Se3toPMJ HbxAy BSve-Jd4aV W?Z9d ILritU ba9dm E GXLgj EIP 0 Gmfm IZmyBO5w 2-6-0 6-2-0 9-7-12 12-4-0 12-p-2 0-0-2 2-6-0 3-84) 3-5-12 2-8-4 0-0-2 0-1 4x4 = 2x3 II 2x3 II Scale = 1:23:0 2-2-0 6-0� $ 6-2-0 9-7-12 90 12-4-0 2-2-0 m 3.8-0 3-5-12 0- - 2 2.6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.03 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) _ -0.05 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -MS Wind(LL) 0.06 9-10 >999 240 Weight: 47 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) 10=0-8-0, 8=0-3-8 Max Horz 10=-114(LC 10) Max Uplift 10=-514(LC 12), 8=397(LC 12) Max Grav 10=445(LC 1), 8=469(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-263/561, 5-8=-269/568 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 6-2-0, Exterior(2R) 6-2-0 to 9-2-0, Interior(1) 9-2-0 to 12-4-15 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific. to the use of this truss component. 4) 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) except (jt=lb) 10=514, 8=397. 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: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Nil' valid far 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 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 russ Truss ype ty Ply 465 SE VERDA AVE.T22092530 P77162 G HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.420 s Sep 14 2020 MTek Industries, Inc. Mon Dec 7 14:65:59 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-WbsQNnXUh6sAgHxUgREjUOnn LptxcWQL1 pgP_1 yBKwk -2-0-0 7-0-0 10-4-0 17-0-0 22-10-0 28-8-0 347-0 40.6-0 2 0 0 7-0-0 3-4-0 5-10-0 5-10-0 5-11-0 5-11-0 Scale = 1:72.5 5x6 WB = Sx8 = 4x12 = 3x4 II 3x6 = 4x8 = 3x4 II 45 = 45 = 6.00 12 3 4 27 5 6 28 7 89 10 29 30 11 F-A PAP 21 19 18 20 6x10 = 3x4 II 3x5 = 3x6 = 3x4 11 3x4 I I 14 13 31 32 12 3x4 11 5x8 = 3x8 II 7-0-0 10-0-0 10i4r0 17-0-0 22-10-0 26-6-0 34-7-0 40-6-0 7-0-0 3-0-0 0- -0 6-8-0 5-10-0 5-10-0 5-11-0 5-11-0 Plate Offsets (X,Y)-- [3:0-6-0,0-2-8], [4:0-5-8,0-2-0j, [8:0-2-4,Edge] LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 21 19 18 20 6x10 = 3x4 II 3x5 = 3x6 = 3x4 11 3x4 I I 14 13 31 32 12 3x4 11 5x8 = 3x8 II 7-0-0 10-0-0 10i4r0 17-0-0 22-10-0 26-6-0 34-7-0 40-6-0 7-0-0 3-0-0 0- -0 6-8-0 5-10-0 5-10-0 5-11-0 5-11-0 Plate Offsets (X,Y)-- [3:0-6-0,0-2-8], [4:0-5-8,0-2-0j, [8:0-2-4,Edge] LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.56 BC 0.61 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.31 15-16 >999 360 -0.52 15-16 >694 240 0.17 12 n/a n/a 0.59 15-16 >617 240 PLATES GRIP MT20 244/190 Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 3-10-11 oc purlins, except end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. 5-18,9-14: 2x4 SP No.3 WEBS 1 Row at midpt 17-19, 4-17, 7-17, 13-15, 10-15, 11-13 WEBS 2x4 SP No.3 *Except* 4-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=944/Mechanical, 19=2154/0-8-0 Max Horz 19=449(LC 12) Max Uplift 12=-1053(LC 12), 19=-2438(LC 12) Max Grav 12=1037(LC 22), 19=2154(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1265/730, 25-26=-1260/747, 3-26=-1253/869, 3-4=1972/1374, 4-27=-1818/1369, 5-27=-1818/1369, 5-6=-186411416, 6-28=-1864/1416, 7-28=-1864/1416, 7-8=-3228/3594, 8-9=-3228/3594, 9-10=-3148/3494, 10-29=-1371/1590, 29-30=-1371/1590, 11-30=-1371/1590,11-12=-985/1140 BOT CHORD 2-21=-705/1364, 20-21=-699/1354, 19-20=-699/1354, 5-17=-346/324, 16-17=3391/3146, 15-16=3391/3146, 9-15=-305/281 WEBS 3-21=-284/216,3-19=-1002/1424,4-19=-1122/1243,17-19=-1385/1862,4-17=-3021/2502, 7-17=-1627/2112, 7-16=-278/269, 7-15=-501/355, 13-15=1563/1305, 10-15=1995/1861, 10-13=-1018/1064, 11-13=1844/1594 NOTES- 1) Unbalanced roof live loads have been considered for this design. This Item has been 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-13, Interior(1) 1-11-13 to 7-0-0, Extedor(2R) electronically signed and 7-0-0 to 12-8-12, Interior(1) 12-8-12 to 40-4-4 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & sealed by Finn, Walter, PE MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to Printed copies of this the use of this truss component. 4) Provide adequate drainage to prevent water ponding. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the .6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic COp18S. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1053 lb uplift at joint 12 and 2438 lb uplift Walter P. Finn PE No.22839 at joint 19. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ■•Y■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rPl1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22092531 77162 G1 HIP 1 �465SEVERDAAVE. 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.420 s Sep 14 2020 MiTek Industries, Inc. Mon Dec 7 14:56:40 2020 Page 1 -s' ID:d?jOkGgH47Se3toPMJHbxAyBSve-pUrw_o1 C1 it L5aZMaYTKeg2klLrkj48NSiG4w9yBKw5 2-0-00 4 1104-00 7-0.00 2-100.0 40-6-0as-51-0 4--s02-4 42-12 2 d1 5x6 = 6x8 = 3x4 II 3x6 = 3x10 = 3x4 II 5x8 = nA rZ'_ 4 5 27 6 7 28 8 9 10 V V 29 3x4 5x6 3 1 25 25 7 15 5x12 = 16 5x12 = 21 20 19 18 3x8 4x6 = 6x8 = 3x4 II = 3x4 = Scale=1:72.5 3x4 11 14 13 30 12 3x4 II 3x8 = 3x6 II 10d4 i 9-0-0 10-aq 17-0.0 9-0-0 -0-0 6A-0 5-10-0 5-10-0 5-10-0 04-0 Plate Offsets (X Y)— [2:0-8-0 0-0-141 [4:0-4-0,0-2-8] [10:0-6-0 0-2-8] 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 0.66 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.27 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wtnd(LL) 0.54 20-24 >230 120 Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 4-9-2 cc purlins, except end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-12 cc bracing. 6-18,9-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-17. 8-17, 10-15 WEBS 2x4 SP No.3 *Except* 5-19: 2x6 SP No.2 REACTIONS. (lb/size) 12=937/Mechanical, 19=2161/0-8-0 Max Horz 19=394(LC 12) Max Uplift 12=-1037(LC 12), 19=-2454(LC 12) Max Grav 12=1038(LC 22), 19=2161(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1187/646, 25-26=-1183/671, 3-26=-1174/734, 3-4=1507/1088, 4-5=1325/971, 5-27=-1267/957, 6-27=-1267/957, 6-7=1286/991, 7-28=-1286/991, 8-28=-1286/991, 8-9=-2238/2654, 9-10=-2214/2625, 10-29=-1200/1526, 11-29=-1298/1515, 11-12=-982/1162 BOT CHORD 2-21=-577/1215, 20-21=-577/1215, 19-20=-971/1724, 6-17=-318/245, 16-17=-2297/2185, 15-16=-2297/2185, 9-15=-335/329 WEBS 3-20=-438/654, 5-19=1436/1834, 17-19=-945/1302, 5-17=-2134/1833, 8-17=1241/1644, 8-16=-281/270, 8-15=-406/271, 13-15=1255/1044, 10-15=-1365/1299, 10-13=394/329, 11-13=-1169/1052 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=41ft; eave=5ft; Cat. This item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-13, Interior(1) 1-11-13 to 9-0-0, Exterior(2R) 9-0-0 to 14-8-12, Interior(1) 14-8-12 to 34-6-0, Exterior(2E) 34-6-0 to 40-4-4 zone; cantilever left exposed ; porch left exposed;C-C for electronically signed and members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Finn, Walter, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to using a Digital Signature. the use of this truss component. Printed Copies of this 4) Provide adequate drainage to prevent water ponding. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. signature must be Verified 7) Refer to girder(s) for truss to truss connections. On any electronic Copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1037 lb uplift at joint 12 and 2454 lb uplift at joint 19. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 • LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610. Date: December 7,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1 M020 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 N! iTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 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 465 SE VERDA AVE. T22092532 77162 G2 HIP 1 1 Job Reference o tional Chambers truss, Inc., I.Ort Fierce, FL tl.96u s Nov du zuLu Nu I eK InGUs[nes, Inc. Mon ua eC I -IU4u Gucu rage 1 ID:d?jOkGgH47Se3toPMJ HbxAyBSve-fbtTZC3i_ANeyTeRN7loTIzFurPrQUX?vxU3EzyBO5r -2-0-0 5-9-4 1 11-0-0 17-0.0 22-10-0 28-8.0 32-6-0 40-6.0 2-0-0 5-9-4 5-2-12 6-0.0 5-10-0 5-10-0 3-10-0 8-0-0 5x10 = 3x4 I I 4 5 3x6 =3x10 = 626 7 3x4 11 5x8 = 27 8 9 Scale = 1:73.0 3x5 = 3x4 II 3x6 = 6x10 = 3x4 II 3x4 I 4x8 = 4x6 II 10-8-12 1 28-8-0 1 32-6-0 40-6-0 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 FBC2020/TPl2014 CS1. TC 0.87 BC 0.28 WB 0:94 Matrix -MS DEFL, in (loc) I/deft Ud Vert(LL) 0.24 11-12 >999 240 Vert(CT) -0.22 11-12 >999 240 Horz(CT) 0.06 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 5-17,8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 4-16, 7-16 4-18: 2x6 SP No.2 REACTIONS. (size) 11=Mechanical, 18=0-11-5 Max Horz 18=394(LC 12) Max Uplift 11=-961(LC 12), 18=-2529(LC 12) Max Grav 11=992(LC 22), 18=2227(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-979/746, 3-4=1533/1211, 4-5=725/434, 5-7=-728/442, 7-8=1573/1644, 8-9=-1553/1617,9-10=-1261/1191,10-11=-913/908 BOT CHORD 2-20=-601/1087, 18-20=-601/1087, 5-16=-343/352, 15-16=-1294/1480, 14-15=-1294/1480, 8-14=-272/244 WEBS 3-20=-315/232, 3-18=-490/750, 4-1 8=-1 617/1995, 16-18=1111/1407, 4-16=-1816/1471, 7-16=-1129/1551, 7-15=-361/271, 7-14=-400/324, 12-14=-996/1064, 9-14=-736/821, 9-12=-424/414, 10-12=-748/908 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-13, Interior(1) 1-11-13 to 11-0-0, Exterlor(2R) 11-0-0 to 16-10-4, Interior(1) 16-10-4 to 32-6-0, Exterior(2R) 32-6-0 to 38-2-12, Interior(1) 38-2-12 to 40-4-4 zone; cantilever left This item has been exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Finn, Walter, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` Printed copies of this 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signature must be verified 11=961, 18=2529. on any electronic copies. Walter P. Finn PE No.22839 MiTek USA,,Inc. FL Cart 6634 • 6904 Parke'East Blvd. Tampa FL 33610 Date: December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5r192020 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 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 T22092533 77162 G3 HIP 1 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:21 2020 Page 1 r , ID:d7jOkGgH47Se3toPMJHbxAyBSve-7nRrmY4KITVUZdDdxgG1?VWUBEiC9_g9BbDcmPyBO5q -2-0 0 , 6-9-4 13-0-0 18 10-0 24-6-0 30 6-0 35 4� 40 6.0 2-0-0 6-9-4 + 6-2-12 5-10-0 5-10-0 5-10-0 4-10-4 5-M 5x6 = 6.00 12 48 = 3x6 = 3x4 = 25 6 726 8 5x6 = 9 Scale = 1:73.0 3x4 II 3x6 = 3x4 II 3x4 = 3x6 = 3x8 = 6x8 = 3x5 = 6x10 = 6-9-4 12-8-12 1W 18-10-0 218-0 30-6-0 , 40�-0 , 6-9-4 5-11-8 0- -4 5-10-0 5-t0-0 5-10-0 10-0-0 Plate Offsets (X,Y)— [2:Edge,0-0-41, [5:0-3-0,0-2-01, [9:0-3-0;0-2-01 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020rrP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-18: 2x6 SP No.2 REACTIONS. (size) 18=0-11-5, 12=Mechanical Max Horz 18=266(LC 11) Max Uplift 18=-2721(LC 12), 12=-770(LC 12) Max Grav 18=2599(LC 20), 12=985(LC 18) CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.58 Vert(LL) 0.4612-13 >703 240 MT20 244/190 BC 0.47 Vert(CT)-0.4412-13 >735 240 WB 0.76 Horz(CT) 0.02 12 n/a n/a Matrix -MS Weight: 243 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-18. 6-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1044/815, 4-5=-1737/1394, 5-6=1499/1228, 6-8=764/572, 8-9=-877/814, 9-10=-1012/844 BOT CHORD 2-19=-649/1154, 18-19=-649/1154, 16-18=-323/655, 15-16=-323/655, 13-15=-287/764, 12-13=-658/876 WEBS 4-19=-393/289, 4-18=-663/932, 5-18=-883/1078, 6-18=-1641/1796, 6-16=-380/316, 6-15=-1222/944, 8-15=-576/628, 8-13=412/324, 10-12=-970/697 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-13, Interior(1) 1-11-13 to 13-0-0, Exterior(2R) .13-0-0 to 18-10-0, Interior(1) 18-10-0 to 30-6-0, Exterior(2R) 30-6-0 to 36-2-12, Interior(1) 36-2-12 to 40-4-4 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=2721, 12=770. 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 Cart6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 ® 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 Mirek® 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 ANSIITPii 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 fuss Truss Type Qty Ply 465 SE VERDAAVE. T22092534 77162 G4 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.420 s Sep 14 2020 Print: 8.420 s Sep 14 2020 MiTek Industries, Inc. Mon Dec 7 14:57:33 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve4hYy6wgSY?igyk7YBBwm HripTiiOde2mAeRcOHayBKvG -2-0.d 5-0-0 9-8-0 15-0.0 1 7 21-0-8 24-8-0 28-6-0 30.8-0 35-5.4 40-6.0 2-0-0 5-0-0 4-8-0 5-4-0 0-7- 5-1-4 3-7-8 3-10-0 2-2-0 4-9-4 5-0.12 5x12 MT18HS = 6.00 12 44 = 4x6 = 6x8 = 6 26 727 28 8 9 4v6 4x5 = 3x4 II 4x8 = 4x10 II 3x4 11 3x8 = Scale = 1:73.7 3x6 II 5-0-0 9-8-0 15-0-0 1 7 21-0-8 28-6.0 30-6-0 35-5-4 40-6-0 5-0-0 4-8-0 14-0 0-7 5-5-4 7-5-8 2-2-0 4-9-4 12 Plate Offsets (X,Y)— [4:0-4-0,Edge), [6:0-6-0,0-1-14), [9:0-4-0,0-1-15), [19:0-2-12,0-2-B] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) 0.17 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.54 2 >337 90 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Wind(LL) 0.68 2 >271 120 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Sheathed or 3-5-13 oc purlins, except end verticals. 9-12,1-4: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. BOT CHORD 2x4 SP M 30 *Except* WEBS 1 Row at midpt 5-19. 7-19 2-20: 2x6 SP No.2, 6-20: 2x8 SP 240OF 2AE, 10-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 20=2589/0-7-4, 13=508/Mechanical Max Horz 20=306(LC 11) Max Uplift 20=-2944(LC 12), 13=-546(LC 12) Max Grav 20=2589(LC 1), 13=749(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1130/639, 3-25=-1116/712, 3-4=1511/1049, 4-5=1493/1100, 5-6=4307/3272, 6-26=-3934/3006, 7-26=-3934/3003, 7-27=-2445/2175, 27-28=-2445/2175, 8-28=-2445/2175, 8-9=-964/778, 9-10=-1093/836, 10-29=-1319/1081, 11-29=-1381/1065, 11-30=-756/783, 12-30=-863/773, 12-13=-702/661 BOT CHORD 2-22=-587/1222, 21-22=-587/1222, 20-21=-136/593, 19-20=-2544/3380, 6-19=-1723/2220, 18-19=-2264/2716, 17-18=-1022/936, 16-17=-1054/1210, 10-16=-300/230 WEBS 5-21 =-1 273/888, 5-19=-1959/2683, 7-18=-761/710, 8-17=1307/881, 9-17=-365/338, 10-17=-421/554, 11-16=-306/465, 11-14=-603/443, 19-21 =-1 017/1352, 14-16=-880/857, 12-14=-571/712, 8-18=-1692/2273, 7-19=-1820/1909, 3-21=-397/577 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=41ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-13, Interior(1) 1-11-13 to 15-3-10, Exterior(2R) 15-3-10 to 20-10-12, Interior(1) 20-10-12 to 28-6-0, Exterior(2R) 28-6-0 to 34-2-12, Interior(1) 34-2-12 to 40-4-4 zone; cantilever left electronically signed and exposed ; porch left exposed;C-C for members and forces s MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Finn, Walter, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to using a Digital Signature. the use of this truss component. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. document are not Considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the ,7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2944 lb uplift at joint 20 and 546 lb uplift Walter P. Finn PE No.22899 at joint 13. MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 ANS11TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T22092535 77162 G5 ROOF SPECIAL 1 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t1.4zu s sep 14 zuzu mi i ex mcusmes, inc. mon Dec r i4a9a6 cucu rage r ID:d70kGgH47Se3toPMJ HbxAyBSve-up_QEF3aSKC WFPPeQgUkS5?Q_3Cx41 r64rzzpPyBKtT 2-0-D� 8-0-14 15-7-4 17-0-0 21-0.8 21-9-0 26-6-0 i 34-2-0 i 36-8-0 38.4-12 , 40.5-0 , F 0 &0.14 7-6-6 -4-12 4-0.8 & 4-9.0 7-8.0 2-&0 �1.8.12 2-0-8 Scale = 1:72.3 7x8 = 3x4 II 6x8 = 6.00 12 3x4 II 6 27 7 28 8 3x5 = 3x4 = 5x6 II 17-0-0 40-54 8-0-14 15-0.0 1$-7-p 21-0.8 26-6-0 34�2.0 36-8-0 i38-4-12 29-10-0 i B-0-14 6-11-2 0-7 4-0-8 5-5-8 7-8-0 26-0 143-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.29 12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.61 19-24 >305 90 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.22 11 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(ILL) 0.71 19-24 >261 120 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except- 5-18: 2x6 SP No.2, 11-12: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=2593/0-7-4, 11=489/0-7-4 Max Horz 18=315(LC 11) Max Uplift 18=-2930(LC 12), 11=-291(LC 8) Max Grav 18=2593(LC 1), 11=733(LC 22) PLATES GRIP MT20 244/190 Weight: 246 lb FT = 20% BRACING - TOP CHORD Sheathed or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. WEBS 1 Row at midpt 17-19, 3-17. 8-15. 8-12 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1292/768, 3-25=-1280/916, 3-4=4412/3046, 4-26=4398/3120, 5-26=4388/3203, 5-6=-4271/3149, 6-27=-186511551, 7-27=-1865/1551, 7-28=-1865/1551, 8-28=-186511551, 8-29=-2368/2081, 29-30=-2378/2066, 9-30=-2464/2055, 9-10=-2429/1870 BOT CHORD 2-19=-725/1390, 18-19=-309/337, 17-18=-2541/3398, 5-17=-336/464, 16-17=2198/3255, 15-16=-2199/3288, 14-15=-413/783, 13-14=-452/461, 9-12=-461/547, 10-12=-1687/2260 WEBS 3-19=-980/5B8, 17-19=-780/1207, 3-17=-2065/3026, 6-15=-1245/1126, 7-15=-321/317, B-15=-1485/2236, 8-14=-426/322, 12-14=-443/596, 8-12=1859/1700, 6-17=2225/3014 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-12, Interior(1) 1-11-12 to 17-0-0, Exterior(2R) 17-0-0 to 21-0-8, Interior(1) 21-0-8 to 26-6-0, Exterior(2R) 26-6-0 to 30-6-8, Interior(1) 30-6-8 to 36-11-13 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2930 lb uplift at joint 18 and 291 lb uplift at joint 11. LOAD CASE(S) Standard 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: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use any with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1/I iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 T22092536 77162 G6 ROOF SPECIAL 1 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t1.43U s NOV nu zuzu nm I eK Inausmes, Inc. mon uec i -I u:-I a:zo zuzu rage -r ID:d7jOkGgH47Se3toPMJ HbxAyBSve-UkEkpF7TZO8ngO5bkNsCiZDIj FNGgCGulsxNSdyB051 35-2-0 8-0-14 15-7-4 19-0-0 24-6-0 i 28-7-0 32-8-0 ,342-0 i 3&2-0 7- 3-0-12 56-0 4-1-0 41-0 1-"_.I4-0-0 6.00 12 3x5 = 5xs II 5x8 = 5x8 = 6 33 34 35 7 Scale = 1:75.9 35-2-0 405-0 B-0-14 15-0-0 trr7-p 19-0-0 21-0-8 24-SO 32-8-0 i342-0, i 39-20 39r10�0 r 8-0-14 6-11-2 0 7 3-0-12 2-06 356 8-2-0 16-0 -0-0 4-M 0-74 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.26 21-22 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.61 27-30 >302 90 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.19 13 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.69 27-30 >267 120 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 -Except* 5-26: 2x6 SP No.2, 10-20,16-18,11-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 13=0-7-4, 26=0-7-4 Max Horz 26=462(LC 12) Max Uplift 13=-570(LC 12), 26=-2915(LC 12) Max Grav 13=731(LC 22), 26=2596(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1154/915, 3-5=-4134/3258, 5-6=-1444/1645, 6-7=930/1317, 7-8=-597/713, PLATES GRIP MT20 244/190 Weight: 259 lb FT = 20% Structural wood sheathing directly applied or 3-3-7 cc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 4-4-15 cc bracing: 25-26 4-2-7 cc bracing: 24-25 5-11-7 cc bracing: 23-24 5-1-6 cc bracing: 15-16. 1 Row at midpt 25-27, 3-25, 5-24 8-9=-1391/1474, 9-10=-170211851, 10-11=-487/567, 11-12=-417/484, 12-13=-696/828 BOT CHORD 2-27=-724/1267, 26-27=-250/534, 25-26=-2544/3648, 5-25=-2268/3161, 24-25=-2984/3860, 23-24=-1531/1626, 22-23=645/517, 21-22=-838/93B, 20-21=-374/273, 19-20=1771307, 17-19=-260/425, 10-17=-299/256, 18-19=-283/250, 16-17=1843/1508, 15-16=-1969/1745, 11-15=274/308 WEBS 3-27=-894/593, 25-27=-783/842, 3-25=2115/2901, 5-24=2854/2015, 6-24=1429/1899, 6-23=-1103/664, 7-23=-1241/1754, 7-22=-1125/577, 8-22=-563/804, 8-21=-932/653, 9-21=-1389/1553, 17-21=-1706/1333, 9-17=-1035/866, 10-15=-1329/1406, 12-15=-998/862 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically signed and 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=40ft; eave=5ft; Cat. sealed by Finn, Walter, PE II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-12, Interior(1) 1-11-12 to 19-0-0, Exterior(2R) using a Digital Signature. 19-0-0 to 23-0-8, Interior(1) 23-0-8 to 24-6-0, Exterior(2R) 24-6-0 to 28-7-0, Interior(1) 28-7-0 to 40-3-8 zone; cantilever left exposed ; Printed copies of this P porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 4) Provide adequate drainage to prevent water ponding. Signature must be Verified 5) All plates are 3x4 MT20 unless otherwise indicated. On any electronic COPI@S. 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 Walter P. Finn PE No.22839 will fit between the bottom chord and any other members. MiTek USA,.Inc. FL Cart6034 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6904 Parka.East Blvd. Tampa FL 33610 13=570, 26=2915. Date: December 7,2020 A 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r� l�e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing C V1iTek* 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 ANSI7rPll,Duality 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 P y AVE. T22092537 77162 G7 PIGGYBACK BASE 1 1 1465SEVERDA Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5.420 s Sep 14 2020 MITeK InCustnes, Inc. Mon Dec 7 1b:uu:3s zuzu rage 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-UJQ?tTrM91OHYOt8j_9zaoCXNGOXpStglSCvb8yBKsS so- 15-7-4 19-0-0 24-6-0 i 32-1.8 i 342-0 3b-2-Q 39-2-0 _ Qa5-4, 2-0.0 8-0.14 7-6-6 "A" 5-6.0 7-7-8 2-0.8 -0.0 4-0.0 -3.4 6.00 12 3x5 = 5x6 II 5x8 = 5x8 = 6 32 33 34 7 Scale = 1:74.7 40-5-4 i 8-0-14 16-0-0 15-7-p 19-0-0 21-0.8 24-6-0 i 32-1-8 i 34-2-0 3�2-Q 39-2-0 39,10�0 i B-0-14 6-11-2 7 54-12 2-0-8 35-8 7-7-8 2_. _o. 4.o 0-74 Plate Offsets (X Y)— [4:0-3-0,Edgel, [6:0-6-0 0-2-81, [7:0-6-0,0-2-8j, [24:0-7-4,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.16 20-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 26-29 >302 90 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) -0.19 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.71 26-29 >261 120 Weight: 257 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 3-2-14 oc purlins, except end verticals. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-25: 2x6 SP No.2, 9-19,15-17,10-13: 2x4 SP No.3 4-4-15 oc bracing: 24-25 WEBS 2x4 SP No.3 4-2-7 oc bracing: 23-24 5-11-7 oc bracing: 22-23 5-10-0 cc bracing: 14-15. WEBS 1 Row at midpt 24-26, 3-24, 5-23, 8-21 REACTIONS. (lb/size) 12=497/0-7-4, 25=2596/0-7-4 Max Horz 25=477(LC 12) Max Uplift 12=-574(LC 12), 25=-2911(LC 12) Max Grav 12=731(LC 22), 25=2596(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-1292/768, 3-30=-1280/915, 3-4=-4219/3099, 4-31=-4194/3248, 5-31=-4192/3258, 5-6=-1711/1645, 6-32=-1134/1316, 32-33=-1134/1316, 33-34=-1134/1316, 7-34=-1134/1316, 7-35=-563/719, 8-35=-655/693, 8-9=-1489/1463, 9-36=-418/459, 36-37=-418/459, 10-37=-418/459, 10-11=-362/396, 11-12=-693/763 BOT CHORD 2-26=-724/1388, 25-26=-245/544, 24-25=-2544/3386, 5-24=-2269/2965, 23-24=-2984/3934, 22-23=-1532/1847, 21-22=644/532, 20-21=-1263/1270, 9-16=-325/326, 15-16=-1515/1398, 14-15=-1540/1529, 10-14=-275/301 WEBS 3-26=-869/593, 24-26=-783/971, 3-24=-2115/2856, 5-23=-2654/2010, 6-23=-1425/1814, 6-22=-909/683, 7-22=-1255/1720, 7-21=-750/510, 8-21=840/1136, 8-20=802/672, 16-20=-132611237, 8-16=-547/454, 9-14=-1193/1127, 11-14=-913/836 NOTES- 1) Unbalanced roof live loads have been considered for this design. This Item has been 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=40ft; eave=5ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E)-2-0-13 to 1-11-12, Interior(1) 1-11-12 to 19-0-0, Exterior(2R) sealed by Finn, Walter, PE 19-0-0 to 23-0-8, Interior(1) 23-0-8 to 24-6-0, Exterior(2R) 24-6-0 to 28-6-8, Interior(1) 28-6-8 to 40-3-8 zone; cantilever left exposed ; using a Digital Signature. porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies Of this 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain load Ing requirements specific to document are not considered the use of this truss component, 4) Provide adequate drainage to prevent water ponding. Signed and sealed and the • 5) All plates are 3x4 MT20 unless otherwise indicated. Signature must be Verified 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' on any electronic Copies. 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 12 and 2911 lb uplift 6904 Parke East Blvd. Tampa FL 33610 at joint 25. Date: LOAD CASE(S) Standard December 7,2020 ®WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/11912020 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 applicabildy 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 Mirek" is always required for stabliHy 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 Qty Ply 77162 G8 PIGGYBACK BASE 1 1ob [65SEVERDAAVE.T22092538 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.420 s Sep 14 2020 MiTek Industries, Inc. Mon Dec 7 15:02:01 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-vFkGLZvYQLTo5vc2tTkcgMravkNzRF7dG8Xzh2yBKr4 i -2-0-0� 5E-14 10-7-4 14-9-10 19-0-0 24-6-0 30-0-0 _33-10-8 as-2-oas-e-g 39-2-0 q0-5-0i 2-0-0 sSl4 5-0-0 4--2 4-2-6 56-0 5Fi-0 3-10-8 1-3-8 1-6-0 2E-0 �1 J-41 3x5 = 4x6 II 5x8 = 6.00 12 5x8 = 7 33 34 35 8 Scale=1:74.7 40-5-4 Sb-14 10-7yi 19-40 21-0-8 245-0 i 30-0-0 342-0 35-2-Q 39-2-0 390010 i W1 5E-14 45-2 0-7 8-0-12 2-0-8 35-8 58-0 4-2-0 -0-0 4-0-0 0-7-4 Plate Offsets (X Y)--[7:0-6-0,0-2-8j,[8:0-6-0,0-2-81,[9:0-2-9,0-2-0),[17:0-2-0,0-0-8],[18:0-2-4,0-3-41,[26:0-4-4,0-2-12j LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.23 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.42 18 >860 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.17 14 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -MS Wlnd(LL) 0.55 10 >659 240 Weight: 255 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Sheathed or 3-4-14 oc purlins, except end verticals. 10-13: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-4-11 oc bracing. BOT CHORD 2x4 SP M 30 `Except' WEBS 1 Row at midpt 6-26. 9-18 4-27: 2x6 SP No.2, 17-19,12-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 6-26: 2x4 SP M 30 REACTIONS. (lb/size) 14=93110-7-4, 27=2162/0-7-4 Max Horz 27=476(LC 12) Max Uplift 14=-1057(LC 12), 27=-2428(LC 12) Max Grav 14=985(LC 22), 27=2162(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-1126/648, 3-32=-1117/735, 3-4=3092/2366, 4-5=2946/2294, 5-6=-2935/2391, 6-7=-1080/1739, 7-33=-1245/1987, 33-34=-1245/1987, 34-35=-1245/1987, 8-35=-1245/1987, 8-36=-1442/2163, 9-36=-1515/2144, 9-10=-4092/5570, 10-37=-3793/5153, 37-38=3793/5152, 11-38=3793/5152, 11-12=1011/1383, 12-13=-841/1144, 13-14=-960/1308 BOT CHORD 2-28=-597/1217, 27-28=-192/591, 26-27=-2130/2844, 4-26=-286/328, 25-26=629/409, 24-25=-1378/968, 23-24=-1820/1342, 22-23=-2587/1864, 21-22=739/536, 18-20=-341/418, 10-18=-1904/2537, 19-20=-479/361, 17-19=-363/278, 17-18=-2980/2150, 16-17=-3395/25ll WEBS 3-28=-620/450, 26-28=-615/727, 3-26=-1467/1905, 6-26=-2887/3748, 6-25=-1243/937, 7-25=-482/472, 7-24=-845/657, 8-24=244/316, 8-23=-725/474, 13-16=-170611255, 9-23=-622/826, 9-22=-374/454, 18-22=1859/1289, 9-18=3191/2341, 1 t-18=1941/1392, This item has been 11-16=-1628/2150 electronically signed and NOTES- sealed by Finn, Walter, PE 1) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=40ft; eave=5ft; cat. Printed copies of this II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-11-12, Interior(1) 1-11-12 to 19-0-0, Exterior(2R) document are not considered 19-0-0 to 23-0-8, Interior(1) 23-0-8 to 24-6-0, Exterior(2R) 24-6-0 to 28-6-8, Interior(1) 28-6-8 to 40-3-8 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the • 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to signature must be verified the use of this truss component. On any electronic Copies. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Walter P. Finn PE No.22839 6) All plates are 3x4 MT20 unless otherwise indicated. MiTek USA, Inc. FL Cart 6634 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: rke East Blvd. Tampa FL 33610 Dater 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. December 7,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 verity 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 ANSVfPIl 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 cuss ype ty y 465 SE VERDA AVE.T22092538 77162 puss PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL BAZU s Sep 14 ZUZU MI I eK Inauslnes, Inc. Mon uec / t0:U2:uz Zulu rage z I D:d7jOkGgH47Se3toPMJ HbxAyBSve-N RIeZWvBBebfj3BFRAFrha01f8jCAiFmVoG7EUyBKr3 NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1057 lb uplift at joint 14 and 2428 lb uplift at joint 27. LOAD CASE(S) Standard A 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 Mi ET ek• 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/TPI1 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 T22092539 77162 G9 PIGGYBACK BASE 1 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL n.nzu s aep w n zozu meK mousmes, mc. mon — r io;uo:uc zucu rage- i ID:d?jOkGgH47Se3toPMJ HbxAyBSve-5AUiMmfRgOH?XRLzWUr8fRPBCkz8ylklXnYrtSyB Kq6 -2-0-0 5.8-14 10-7-4 14-9-10 19-0-0 24-6-0 30-8-3 36-10-6 43-6-0 45-0-0 2-0-0 5_6-14 5-0-6 4-2-0 4-2.8 5-6-0 6-2-3 6-2-3 6-7-10 2-D-0 Scale = 1:79.8 5x8 = 6.00 12 5x8 = 3x5 = 3x4 = 4x6 II 3x8 5-6-14 10-0-0 10; 7T4 19-0-0 21-0-8 24-0-0 33-9-5 43-6-0 5 6-14 4-5-2 0-7 8 4-12 2-0 8 3-5-8 9-3-5 9-8-11 Plate Offsets (X,Y)-- [7:0-6-0,0-2-8), [8:0-6-0,0-2-8), [10:0-3-0,Edge), [12:0-0-10,Edgel, [19:0-3-8,0-3-0), [20:Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.69 14-16 >571 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.56 14-16 >702 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.26 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 237 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-19: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=2266/0-7-4, 12=1176/0-8-0 Max Horz 20=-563(LC 10) Max Uplift 20=-2579(LC 12), 12=-1332(LC 12) Max Grav 20=2266(LC 1), 12=1241(LC 18) BRACING - TOP CHORD Sheathed or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-8-3 oc bracing. WEBS 1 Row at midpt 6-19 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-1127/655, 3-28=-11191735, 34=3919/2407, 4-5=3738/2293, 5-29=3729/2342, 6-29=-3728/2389, 6-7=-1278/1119, 7-8=-1491/1339, 8-9=1857/1862, 9-10=2974/3632, 10-11=-3113/3619, 11-30=-3415/3932, 12-30=3508/3912 BOT CHORD 2-21=-596/1220, 20-21=-550/424, 19-20=-2233/2988, 4-19=-301/346, 18-19=-311/1299, 17-18=-67/1146, 16-17=-828/1647, 15-16=-2150/2512, 14-15=-2157/2488, 12-14=-3344/3167 WEBS 3-21=-987/471, 19-21=-671/1449, 3-19=-1504/2644, 6-19=-3026/3991, 6-18=1386/1027, 7-18=-536/555, 7-17=-725/816,8-17=398/858,8-16=-1066/703,9-16=-101611342, 9-14=-10061647, 11-14=-440/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 2-3-7, Interior(1) 2-3-7 to 19-0-0, Extedor(2E) 19-0-0 to 24-6-0, Exterior(2R) 24-6-0 to 30-8-3, Interior(1) 30-8-3 to 45-6-13 zone; Cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water pone ing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 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 2579 lb uplift at joint 20 and 1332 lb uplift at joint 12. LOAD CASE(S) Standard 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 6034 6904 Parke East Blvd. Tempo FL 33610 Date: December 7,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I !Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Quality 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 Qly Ply 465 SE VERDA AVE. T22092540 77162 G9A PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:31 2020 Page 1 0 c ID:d?jOkGgH47Se3toPMJHbxAyBSve-ri2dtzBbOYm4m9_YXxRNPcwCHG3OVTUdR8e87gyBO5g 5-6-14 10-7-4 14-9-10 19-0-0 24.6-0 30-8-3 36-10-6 43-6-0 45-6-0 5-6-14 5-0-6 4-2 6 4-2-6 5-6-0 6-2-3 6-2-3 6-7-10 2-0-0 c� 0 0 3x5 = 3x6 II 6.00 12 5x8 = 5x8 = 43-6-0 3x8 Scale = 1:78.3 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 [nor YES Code FBC2020/TPI2014 CSI. TC 0.54 BC 0.67 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.27 13-15 >999 360 -0.57 13-15 >692 240 0.23 11 n/a n/a 0.35 13-15 >999 240 PLATES GRIP MT20 244/190 Weight: 236 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. 3-19: 2x6 SP No.2 WEBS 1 Row at midpt 5-18 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 19=0-7-4, 11=0-8-0 Max Horz 1=-430(LC 10) Max Uplift 1=-292(LC 12), 19=1296(LC 12). 11=-819(LC 12) Max Grav 1=142(LC 21), 19=2093(LC 1), 11=1265(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/619, 2-3=988/1733, 3-5=-861/1726, 5-6=-1312/814, 6-7=1479/966, 7-8=-1845/1173, 8-10=-3127/1961, 10-11=-3563/2258 BOT CHORD 1-20=-655/0, 18-19=-2063/1467, 3-18=319/294, 17-18=-213/668, 16-17=-140/1237, 15-16=-525/1637, 13-15=-1336/2502, 11-13=-1904/3194 WEBS 2-20=-271/374, 18-20=-708/0, 2-18=-1198/1287, 5-18=-2708/1547, 5-17=-330/881, 6-17=-432/293, 6-16=-436/817, 7-16=336/283, 7-15=-388/703, 8-15=-1014/825, 8-13=-229/643, 10-13=-436/440 m T 2IT 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-4-3, Interior(1) 4-4-3 to 19-0-0, Exterior(2E) 19-0-0 to 24-6-0, Exterior(2R) 24-6-0 to 30-8-3, Interior(1) 30-8-3 to 45-6-13 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. Sealed by Finn, Walter, PE 5) All plates are 3x4 MT20 unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this 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. document are not Considered 8) Bearing at joint(s) 11 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 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) on an electronic y copies. 1=292,19=1296,11=819. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A 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 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 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 I Qty Ply 465 SE VERDA AVE. T22092541 77162 GR5 Monopitch Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:32 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-Juc?4JCD9suxOJZl4eycygTRhgKm E7EmgoOhfGyB05f 5.0-0 5-M 4x5 5- 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.07 3-5 >852 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.13 3-5 >465 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.10 3-5 >589 240 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) 1=0-8-0, 3=Mechanical Max Horz 1=137(LC 8) Max Uplift 1=-344(LC 8), 3=545(1_C 8) Max Grav 1=655(LC 1), 3=884(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 2-9-12 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=344, 3=545. 7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-10-12 from the left end to 3-10-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 6=-590(B) 7=-590(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 Date: December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092542 77162 GRA Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:34 2020 Page 1 , r ID:d70kGgH47Se3toPMJHbxAyBSve-FHjNV EUhTBeddi7C3741FYMU5uiyJ376tok9yBO5d -2-0-0 3-7-8 7-0-0 10 &-0 14-0-0 17-2-12 21-M 2-0-0 3-7-8 3 4 8 3�-0 3 6-0 3-2-12 3-911 Scale=1:38.7 i1M 4x5 = 3 16 17 3x4 = 45 = 4 18 19 5 4x4 = • 4x4 = 3-7-B 7-0-0 10-6-0 17-2-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rTP12014 CSI. TC 0.55 BC 0.68 WB 0.35 Matrix -MS DEFL. in Vert(LL) 0.21 Vert(CT) -0.28 Horz(CT) 0.07 (loc) I/defl L/d 7-9 >999 240 7-9 >887 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-8-0 Max Horz 2=160(LC 24) Max Uplift 6=-1226(LC 8), 2=1407(LC 8) Max Grav 6=1528(LC 1), 2=1650(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2940/2409, 3-4=-2590/2253, 4-5=-2609/2287, 5-6=2958/2440 BOT CHORD 2-9=-2026/2554, 7-9=-2264/2791, 6-7=2061/2573 WEBS 3-9=-702/913, 5-7=702/910, 4-9=-381/371, 4-7=-366/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has 6=1226, 2=1407. been 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 187 lb up at electronically signed and 7-0-0. 157 lb down and 180 lb up at 9-0-12, 157 lb down and 180 lb up at 10-6-0, and 164 lb down and 180 lb up at 11-11-4, and sealed by Finn, Walter, PE 157 lb down and 187 lb up at 14-0-0 on top chord, and 402 lb down and 541 lb up at 7-0-0, 84 lb down and 22 lb up at 9-0-12, 84 Digital Signature. using a DiDi lb down and 22 lb up at 10-6-0, and 84 lb down and 22 lb up at 11-11-4, and 402 lb down and 541 lb up at 13-11-4 on bottom design/selection Printed Pitd copies of this p chord. The of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not Considered signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on an electronic copies. Uniform Loads (plf) y Vert: 1-3=-54, 3-5=54, 5-6=-54, 10-13=-20 Walter P. Finn PE No.22839 Concentrated Loads (lb) MiTek USA, Inc. FL Cert 6634 Vert: 3=-106(B) 5=106(B) 9=402(B) 7=-402(B) 4=-106(B) 17=106(B) 19=-106(B) 20=-61(B) 21=61(B) 22=61(B) 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.^ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not e�e 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 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092543 77162 GRB Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 710:19:35 2020 Page 1 a ID:d?jOkGgH47Se3toPMJHbxAyBSvejTH8iKE6SnGVFnHKmmWJaS5wAtV6RRoDMmcMGbyBO5c -2-0-0 3-9-4 7-0-0 9-8-0 12-10-12 16-8-0 18-8-0 2-0-0 3-9-4 3-2-12 3-2-12 3-9-4 2-D-0 Scale=1:34.1 45 = 4x8 = 3 16 17 18 4 f 0-12 16-8-D LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.10 7-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.15 7-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-10 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-10 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=G-8-0, 5=0-8-0 Max Horz 2=166(LC 7) Max Uplift 2=-1106(LC 8). 5=1106(LC 8) Max Grav 2=1270(LC 1), 5=1270(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/1751, 3-4=-1807/1650, 4-5=2079/1749 BOT CHORD 2-9=-1377/1811, 7-9=-1378/1805, 5-7=1364/1787 WEBS 3-9=-343/536, 4-7=342/534 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) This item has been 2=1106, 5=1106. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 368 lb up at electronically signed and 7-0-0, and 157 lb down and 180 lb up at 8-4-0, and 232 lb down and 368 lb up at 9-8-0 on top chord, and 320 lb down and 371 lb sealed by Finn, Walter, PE up at 7-0-0, and 84 lb down and 22 lb up at 8-4-0, and 320 lb down and 371 lb up at 9-7-4 on bottom chord. The design/selection using a Digital Signature. of such connection device(s) is the responsibility of others. Printed copies of this p 9) 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 i) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) on any electronic copies. Vert: 1-3=54, 3-4=54, 4-6=54, 10-13=-20 Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 3=-160(F) 4=160(F) 8=61(F) 9=299(F) 7=-299(F) 17=-106(F) MiTek USA,.Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 ® 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� /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 ANSIITP11 Duality 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 465 SE VERDA AVE. T22092544 77162 GRC Roof Special Girder 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL r -2-0-0 4-54 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Uec / 10:19:36 2020 N ID:d?jOkGgH47Se3toPMJHbxAyBSve-BgrWwgFkC4OMsxsWJU 1 Y6ge?6HpPAkQMbQMvo2yE 11-8-0 16-1-4 1 8- 2 20-4-12 24-10-0 29-10-0 31-10 3-4-0 4-5-4 -7- 3-8-0 4-5.4 5-0.0 2-0-0 Scale = 1:56.4 45 II Special 4x5 = 5x8 = bx6 M 116H5 = 5x6 = Speclai 3x4 11 special 4x4 = 3x8 = 3x4 = HUS26 Special Special 8A-0 11-8-0 16-1.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.79 BC 0.49 WB 0.88 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wtnd(LL) in (too) Vdefl Ud -0.32 12 >999 360 -0.59 11-12 >604 240 0.11 8 n/a n/a 0.55 11-12 >656 240 PLATES MT20 MT18HS Weight: 168 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-10 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=201(LC 24) Max Uplift 2=-1237(LC 8), 8=-1726(LC 8) Max Grav 2=1705(LC 1), 8=2037(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3062/2067, 3-4=-2977/2094, 4-5=5372/3862, 5-6=6498/4815, 6-7=3565/2994, 7-8=-3946/3225 BOT CHORD 2-15=-1609/2654, 14-15=-3607/5341, 12-14=-4584/6498, 11-12=4239/5600, 10-11=-4239/5600, 8-10=-2699/3482 WEBS 3-15=-1572/2322, 4-15=-3345/2487, 4-14=-490/595, 5-14=-1365/1170, 5-12=-577/551, 6-11=-264/348, 6-10=-2348/1703, 7-1 0=-1 085/1420, 6-12=-399/1036 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. This Item has been 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. Sealed by Finn, Walter, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) using a Digital Signature. 2=1237, 8=1726. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 16-8-12 from the left end to connect Printed copies Of this p truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. document are not Considered 10) Fill all nail holes where hanger is in contact with lumber. Signed and sealed and the M) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 139 lb up at signature must be verified 18-9-4, 96 lb down and 139 lb up at 20-9-4, and 96 lb down and 139 lb up at 22-9-4, and 174 lb down and 301 lb up at 24-10-0 on on any electronic copies. top chord, and 44 lb down and 94 lb up at 18-9-4, 44 lb down and 94 lb up at 20-9-4, and 44 lb down and 94 lb up at 22-9-4, and 258 lb down and 235 lb up at 24-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of Walter P. Finn PE No.22639 others. MiTek USA, Inc. FL Cart 6634 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 Date: Q6dMOA15ii€fteSlandard December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 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 Qty Ply 465 SE VERDA AVE. T22092544 77162 GRC Roof Special Girder 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.46U s NOV :tu zuzu mi I eK maustrles, Inc. mon uec i .i u: l a:en zutu rage z r y ID:d?jOkGgH47Se3toPMJHbxAyBSve-BgrWwgFkC4OMsxsWJU1Y6ge?6HpPAkQMbQMvo2yBO5b LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 4-7=54, 7-9=-54, 2-8=-20 Concentrated Loads (lb) Vert: 7=-78(F) 10=114(F) 22=56(17) 23=-56(F) 25=-56(F) 26=-864(F) 27=30(F) 28=-30(F) 29=-30(F) A 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 iviiTek° 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, MID 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092545 77162 GIRD Flat Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:38 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-82zGLMH kie46EOvRv3OB5jJ35N7eghf2krOtwyB05Z 5-7-3 11-0-9 16�-0 21-11-7 27-4-13 33-0-0 5-7-3 5-5-7 5-5 7 5-5-7 5-5-7 5-7-3 Scale = 1:60.3 3x4 = 5x6 WB = 4x10 = 4x6 = 5x6 WB = 2x3 II 3x4 = 4x6 = 4x10 = 1 19 20 2 21 22 323 4 24 25 265 27 28 29 6 730 31 32 8 33 34 35 9 17 1R 1d 19 11 ._ JO J/ JO Jy 4u -la 41 41 Yv 5x12 MT18HS I I 7x8 7x8 WB = 3x8 = 4x6 7x8 = 5x12 MT18HS 11 4x6 = 7x8 WB = 33-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.33 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.63 14 >625 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) 0.09 10 n/a We BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.54 14 >724 240 Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, BOT CHORD 2x6 SP No.2 'Except' except end verticals. 13-15: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 3-10-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-10. 1-17, 9-11 1-17,2-16,4-14,6-14,8-12,9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 18=Mechanical, 10=0-3-8 Max Uplift 18=-1647(LC 8). 10=-1713(LC 8) Max Grav 18=2497(LC 1), 10=2587(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2387/1639, 1-2=-3460/2289, 2-4=-5456/3614, 4-5=6103/4039, 5-6=6103/4039, 6-8=-5459/3616, O.-9=-3467/2294, 9-10=-2445/1701 BOT CHORD 16-17=-2289/3460, 14-16=-3614/5456, 12-14=-3616/5459, 11-12=2294/3467 WEBS 1-17=-2673/4048, 2-17=-1895/1468, 2-16=-1570/2366, 4-16=-984/837, 4-14=546/767, 5-14=-584/583, 6-14=-543/764, 6-12=982/836, 8-12=-1568/2362, 8-11 =-1 896/1470, 9-11=-2675/4052 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=1647,10=1713. Continued on page 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: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notL��• 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 ANS11TPH 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 465 BE VERDA AVE. T22092545 77162 GIRD Flat Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 S Nov 30 2U2U Mi I eK Industries, Inc. Mon Dec f 1U:19:36 ZUZU Page Z r, ID:d70kGgH47Se3toPMJHbxAyBSve-82zGLMH_kie46EOvRv3OB5jJ35N7eghf2krOtwyBO5Z NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 Ib down and 180 Ib up at 2-0-4, 160 Ib down and 180 Ib up at 4-0-4, 160 Ib down and 180 Ib up at 6-0-4, 160 Ib down and 180 Ib up at 8-0-4, 157 Ib down and 180 Ib up at 10-0-4, 157 Ib down and 180 Ib up at 12-0-4, 157 Ib down and 180 Ib up at 14-0-4, 157 Ib down and 180 Ib up at 16-0-4, 157 Ib down and 180 Ib up at 18-0-4, 157 Ib down and 180 Ib up at 20-0-4, 157 Ib down and 180 Ib up at 22-0-4. 159 Ib down and 180 Ib up at 24-0-4, 160 Ib down and 180 Ib up at 26-04, 160 Ib down and 180 Ib up at 28-0-4, and 160 Ib down and 180 Ib up at 30-0-4, and 156 Ib down and 179 Ib up at 32-0-4 on top chord, and 84 Ib down and 22 Ib up at 2-0-4, 84 Ib down and 22 Ib up at 4-0-4, 84 Ib down and 22 Ib up at 6-0-4, 84 Ib down and 22 Ib up at 8-0-4, 84 Ib down and 22 Ib up at 10-04, 84 Ib down and 22 Ib up at 12-0-4, 84 Ib down and 22 Ib up at 14-0-4, 84 Ib down and 22 Ib up at 16-0-4. 84 Ib down and 22 Ib up at 18-0-4, 84 Ib down and 22 Ib up at 20-0-4, 84 Ib down and 22 Ib up at 22-0-4, 84 Ib down and 22 Ib up at 24-0-4, 84 Ib down and 22 Ib up at 26-0-4, 84 Ib down and 22 Ib up at 28-0-4, and 84 Ib down and 22 Ib up at 30-0-4, and 88 Ib down and 20 Ib up at 32-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=54, 10-18=20 Concentrated Loads (lb) Vert: 3=-106(B) 15=61(B) 6=106(B) 12=-61(13) 19=-106(B) 20=106(B) 21=-106(B) 22=-106(B) 24=106(B) 25=-106(B) 26=-106(B) 27=106(B) 29=-106(B) 31=-106(13) 32=106(B) 33=106(B) 34=-106(B) 35=11O(B) 36=-61(B) 37=-61(13) 38=-61(13) 39=61(B) 40=-61(B) 41=-61(B) 42=-61(B) 43=61(B) 44=61(B) 45=-61(B) 46=-61(B) 47=61(6) 48=-61(B) 49=-62(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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent 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, erectionand bracing of trusses and truss systems, see ANSIVTPll 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 465 SE VERDA AVE. T22092546 77162 GRE HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.43U s Nov 3U 2UZU mil eK Inausines, Inc, mon uec / ivaa:3a zuzu rage T Ir ID:d?jOkGgH47Se3toPMJHbxAyBSve-cEXeYiHcV?mxkOb5?cbFklFehVvdNHboHOaZPMyBO5Y 2-1-12 5-0-0 7�-0 9-7-12 12-4-0 12 q-2 0 -2 2-1-12 2-10-4 2 4-0 2-3 12 2 8 4 0-0-2 Scale = 1:21.4 4x4 = 4x8 = 2x3 11 2x3 11 2-0-0 2-j-12 5-0-0 , 7-4-0 9-7-12 9i9-j; 12-4-0 __ J 2-0 0 0- - 2 2-10 4 2 4-0 2-3-12 9- 2 2-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.05 10-11 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.06 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-3-8, 9=0-3-8 Max Horz 12=-93(LC 6) Max Uplift 12=-548(LC 8), 9=509(LC 5) Max Grav 12=392(LC 39). 9=462(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-209/277, 4-5=159/254 WEBS 3-12=-260/297.6-9=-271/284 PLATES GRIP MT20 244/190 Weight: 53 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=548,9=509. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 Ito down and 86 lb up at 5-0-0, and 93 lb down and 86 lb up at 7-4-0 on top chord, and 202 lb down and 199 lb up at 5-0-0, and 202 lb down and 199 lb up at 7-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-2=-14, 24=54, 4-5=54, 5-7=54, 7-8=-14, 13-16=-20 Concentrated Loads (lb) Vert: 11 =1 35(B) 1 0=1 35(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.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A 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 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 ANS11TPl1 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, M1320601 Tampa, FL 36610 Job Truss Truss Type Cty Ply 465 SE VERDA AVE. T22092547 77162 GRF Roof Special Girder 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:42 2020 Page 1 ID: d?jOkGgH47Se3loPMJHbxAyBSve-0pCnAjKVow9WbsKggl6yMxt_4inoaS3EzMpDOhyB 05V -2-0-0 4-5-4 84-0 10-3-0 14-8-4 1%11-12 23-5-0 26-4-4 29-10-0 2-0-0 4-54 3-10-12 1-11-0 4-5-4 4-0-8 4-5-4 2-11-4 3-5-12 ' 7x8 MT18HS 11 8x14 MT18HS = 3x4 3x4 = 7x10 MT18HS = Sx12 MT18HS i 3x4 I I HUS2612x12 = 3x8 II 7x10 MT18HS WB = HUS26 7x8 = HUS25 7x8 = 3x4 II HUS26 HUS26 HUS267x8 = HUS26 HUS26 HUS26 THD26-2 HUS26 HUS26 4-5-4 84-0 , 10-3-0 , 14-8-4 Scale = 1:57.1 18HS = rn � I6 10 LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TO 0.95 BC 0.87 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wmc1(LL) in (loc) I/deft L/d -0.49 14-16 >727 360 -0.9014-16 >397 240 0.21 10 n/a n/a 0.69 14-16 >511 240 PLATES GRIP MT20 2441190 MT1BHS 244/190 Weight: 403 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 2-6-14 cc purlins. 5-8,8-10: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-11-6 cc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 5-14,7-14,8-13,5-17: 2x4 SP M 30, 4-17: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=190(LC 7) Max Uplift 10=-6356(LC 8). 2=5172(LC 8) Max Grav 10=11016(LC 1), 2=8576(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18675/11000, 3-4=-17875/10571, 4-5=-17784110552, 5-6=-25985/15138, 6-7=-25981/15134, 7-8=-24065/13988, 8-9=-20011/11594, 9-10=21225/12268 BOT CHORD 2-18=-9751/16652, 17-18=-9751/16652, 16-17=-13220/22810, 14-16=-13254/22881. 13-14=-13815/24065, 12-13=10417/18187, 11-12=-10858/18866, 10-11=-10858/18866 WEBS 3-18=-371/654, 5-16=-768/1859, 5-14=-2097/3873, 6-14=645/453, 7-14=1413/2452, 7-13=-1478/942, 8-13=-4145/7168, 8-12=-2421/4255, 9-12=-999/626, 9-11=750/1333, 4-17=-9137/15480, 3-17=-776/525, 5-17=13165/7577 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc, 2x6 - 2 rows staggered at 0-7-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 cc. This Item has been Webs connected as follows: 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 electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Sealed by Finn, Walter, PE 3) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=30ft; eave=4ft; Cat. Printed copies Of this p II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 6y Provide adequate drainage to prevent water ponding. signature must be Verified 7) All plates are MT20 plates unless otherwise indicated. On any electronic COPIeS. 8) The Fabrication Tolerance at joint 4 = 8 /o 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Walter P. Finn PE No.22839 j0) • 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 MiTek USA, Inc. FL Carl6634 will fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Date: Contii p451;T2. December 7,2020 A 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 t Nat 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092547 77162. GRF Roof Special Girder 1 n L Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL t7.4SU s Nov sU zUZU ml i eK Inaustnes, Inc. mon uec / l u: l a:9z zuzu rage z ID:d?jOkGgH47Se3toPMJ HbxAyBSve-OpCnAjKVow9 WbsKggISyMxt_4inoaS3EzMpDOhyBO5V NOTES- 12) 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 7-0-12 from the left end to 25-7-4 to connect truss(es) to back face of bottom chord. 13) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Old nails into Truss) or equivalent at 27-9-8 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg, down. 14) 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, 4-5=54, 5-8=54, 8-21=-54, 2-10=-20 Concentrated Loads (lb) Vert: 15=-1190(B) 16=-1190(B) 17=-1190(B) 27=2477(1]1) 28=-1190(B) 29=1190(B) 30=-1190(B) 31=1190(B) 32=-1622(B) 33=1622(B) 34=-1622(B) 35=1622(B) ®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 property incorporate this design Into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing m ViiTek• 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 ANSUTPN 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 465 SE VERDA AVE. T22092548 77162 GRG HALF HIP GIRDER 1 Job Reference o tional ' Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2W0 MiTek Industnes, Inc. Mon Dec 7 1 U:19:48 ZUZU Page 1 s ID:d?jOkGgH47Se3loPMJHbxAyBSve-IzMRnOGOmvfJnngO?FMbC7717rh_717LHGYDLyBO5P -2-0-0 5-0-0 10-4-0 13-B-0 17-0-0 20-10-11 1 24-9-5 , 28-8-0 , 32-7-15 1 36-6-11 40-6-0 �2-0-0 + 5 0-0 5 4-0 3-4-0 3 4-0 3-10-11 3-10-11 3.10-11 3 11-15 3-10.3 3-11-15 Scale = 1:72.7 5x8 = 6.00 12 4x12 = 5x6 = 5x6 = 5x6 = 3x8 = 3 28 29 4 30 315 32 6 33 734 35 8 36 937 38 10 39 40 4111 42 43 12 2 0 17 5x8 =49 19 50 18 51421 61 25 23 21 4x8 5x12 MT18HS — — 16 15 14 13 44 24 45 46 4722 48 52 53 54 55 56 6x8 = 45 = 4x8 = 8x10 = 44 = 48 = i 5-0-0 , 10-0-0 10�4r0 13-8-0 , 17-0-0 , 20-10-11 24-9-5 28-8-0 i 32-7-15 36-6-1 i 416-0 , 5-0-0 5-0.0 0. -0 3-4-0 3-4-0 3-10-11 3-16 11 3-10-11 3-11-15 3-10-3 3-11-15 Plate Offsets (X,Y)— [3:0-6-0,0-2-81,[6:0-3-0,0-3-01,[9:0-3-0,0-3-01,[10:0-3-0,0-1-81,[17:0-8-0,0-2-121,[20:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.46 Vert(LL) -0.51 17-18 >701 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.94 17-18 >385 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.29 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.81 17-18 >443 240 Weight: 466 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-14 cc purlins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 2-24,21-24: 2x6 SP No.2, 6-21: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-23: 2x6 SP No.2 REACTIONS. (size) 13=Mechanical, 23=0-8-0 Max Horz 23=233(LC 25) Max Uplift 13=-1385(LC 5), 23=-3272(LC 8) Max Grav 13=1589(LC 18). 23=3291(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-890/754, 3-4=-3023/2568, 4-5=3023/2568, 5-6=-4412/2176, 6-7=-7399/4491, 7-8=-7399/4491, 8-9=-8806/5976, 9-10=-8419/6372, 10-11=-3541/2887 BOT CHORD 2-25=-626/961, 23-25=-611/959, 22-23=-556/1788, 6-20=-1220/1061, 19-20=2455/4873, 18-19=-5976/8806, 17-18=-6775/9035, 15-16=-420/547, 14-15=-1819/2119, 13-14=-1819/2119 WEBS 3-25=-345/328, 3-23=-2157/2552, 4-23=-442/469, 5-23=2747/2250, 5-22=551/199, 20-22=-541/1672, 5-20=-2498/4159, 6-19=-2525/2951, 7-19=-268/212, 8-19=-1744/1840, 8-18=-295/223, 9-18=-465/1078, 15-17=-2621/3181, 10-17=-3643/5100, 10-15=-1912/1476, 11-15=-1282/1707, 11-14=-150/251, 11-13=-2503/2144 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xW) 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, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-19 2x4 - 1 row at 0-5-0 oc, member 8-18 2x4 - 1 row at 0-5-0 oc, 2x6 - 2 rows staggered 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other jive loads. 10) ' 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 Contll dKd bntpAW2he bottom chord and any other members. 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: December 7,2020 A 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/71711 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 465 SE VERDA AVE. T22092548 77162 GRG HALF HIP GIRDER 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL t1.4dU s Ivov aU ZUzu mi i eK Inausines, inc. ivion uec i -ru:_i a:4o tutu rage z I D: d?j OkGg H 47 Se3loP MJ H bxAyBSve-rzZ2RnO GOmvfJnngO?F M bC7717rh_717L HGYD LyB O5P NOTES- 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 13=1385, 23=3272. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 148 lb up at 5-0-0, 65 lb down and 139 lb up at 7-0-12, 65 lb down and 139 lb up at 9-0-12, 65 lb down and 139 lb up at 11-0-12, 65 lb down and 139 lb up at 13-0-12, 65 lb down and 139 lb up at 15-0-12, 121 lb down and 93 lb up at 17-0-12, 121 lb down and 93 lb up at 19-0-12, 121 lb down and 93 lb up at 21-0-12, 121 lb down and 93 lb up at 23-0-12, 121 lb down and 93 lb up at 25-0-12, 121 lb down and 93 lb up at 27-0-12, 65 lb down and 139 lb up at 29-0-12, 65 lb down and 139 lb up at 31-0-12, 65 lb down and 139 lb up at 33-0-12, 65 lb down and 139 lb up at 35-0-12, and 65 Ib down and 139 lb up at 37-0-12, and 65 lb down and 139 lb up at 39-0-12 on top chord, and 340 lb down and 374 lb up at 5-0-0, 44 lb down and 94 lb up at 7-0-12, 44 lb down and 94 lb up at 9-0-12, 44 Ib down and 94 Ito up at 11-0-12, 44 lb down and 94 lb up at 13-0-12, 44 lb down and 94 lb up at 15-0-12, 49 lb down and 34 lb up at 16-10-4, 49 lb down and 34 lb up at 19-0-12, 49 lb down and 34 lb up at 21-0-12, 49 lb down and 34 lb up at 23-0-12, 49 lb down and 34 lb up at 25-0-12, 49 lb down and 34 lb up at 27-0-12, 44 lb down and 94 lb up at 28-9-12, 44 lb down and 94 lb up at 31-0-12, 44 lb down and 94 lb up at 33-0-12, 44 lb down and 94 lb up at 35-0-12, and 44 lb down and 94 lb up at 37-0-12, and 44 lb down and 94 lb up at 39-0-12 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, 3-12=-54, 2-21=-20, 17-20=-20, 13-16=20 Concentrated Loads (lb) Vert: 3=-56(F) 6=-43(F) 21=43(1`) 25=191(1`) 7=-43(F) 19=43(F) 8=-43(F) 18=-43(F) 17=30(1`) 28=56(F) 29=-56(F) 30=-56(F) 31=-56(F) 32=56(F) 33=43(F) 35=-43(F) 36=-43(F) 37=56(1`) 38=56(F) 39=-56(F) 40=-56(F) 42=-56(F) 43=56(1`) 44=30(F) 45=-30(F) 46=-30(F) 47=-30(F) 48=30(F) 49=43(F) 50=-43(F) 51=-43(F) 52=-30(F) 53=30(F) 54=-30(F) 55=-30(F) 56=-30(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19J2020 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 vedfy 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 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 ANSIITPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/ntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22092549 77162 GRH Hip Girder 1 �465SEVERDAAVE. 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:49 2020 Page 1 r ID:d7jOkGgH47Se3toPMJHbxAyBSve-JA7Qe7Pu941 WwxMOajmb8PgLcXHajmPGaxO5mnyBO50 -2-M 5-0.0 8-6-0 12-0-0 16-8-8 2-0-0 5-0-0 3.6-0 3 6-0 4-8-8 3 5-0-0 44 = 3x8 = 44 = 3 17 18 4 19 5 8-0-0 2x3 12-M 16-8-8 ' Scale = 1:31.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.09 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-4-8, 2=0-8-0 Max Horz 2=121(LC 7) Max Uplift 6=-757(LC 8), 2=-942(LC 8) Max Grav 6=1004(LC 30), 2=1124(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-185511422, 3-4=-1660/1337. 4-5=1574/1308, 5-6=1770/1390 BOT CHORD 2-10=-1218/1664, 8-10=-1410/1893, 7-8=-1410/1893, 6-7=-1153/1516 WEBS 3-10=-392/571, 4-10=-351/238, 4-7=449/315, 5-7=-386/547 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) This item has been 6=757, 2=942. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 151 lb up at electronically signed and 5-0-0. 116 lb down and 98 lb up at 7-0-12, 111 lb down and 66 lb up at 8-6-0, and 122 lb down and 98 lb up at 9-11-4, and 130 lb sealed by Finn, Walter, PE down and 151 lb up at 12-0-0 on top chord, and 284 lb down and 306 lb up at 5-0-0, 67 lb down and 26 lb up at 7-0-12, 53 lb down using a Digital Signature. and 34 lb up at 8-6-0, and 67 lb down and 26 lb up at 9-11-4, and 231 lb down and 284 lb up at 11-11-4 on bottom chord. The Printed copies of this P design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not Considered signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copies. Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-6=54, 11-14=-20 Walter P. Finn PE No.22839 Concentrated Loads (lb) MiTak USA, Inc. FL Cart6634 Vert: 3=-68(F) 5=-68(F) 10=202(F) 8=-26(F) 7=-231(F) 4=-14(F) 17=-31(F) 19=-31(F) 20=25(17) 21=-25(F) 6904 Parke East Blvd. Tampa FL 33610 Data: December 7,2020 ® 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 ANSI?PIf 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 465 SE VERDA AVE. T22092550 77162 GRK Hip Girder 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 302020 MIIek Industries, Inc. Mon Uec f 1U:'ly:bl ZUZU vage I D: d7jOkGgH47S e3to PM J HbxAy BSve-FYFB 3o RBgh H EAE WOh7o3D glfuKs_Bc3Z2FV CggyB O5M -2-0-0 3-7-12 5-1 8 6-9-0 10-3-0 13-4-4 16 8-8 2-0-0 3-7-12 1-5-12 1-7 8 3 6-0 3-14 3 4 4 Scale=1:30.7 4x8 = 4x5 = THD26-2 HUS26 HUS26 i 3-7-12 5-1.8 6-9-0 103-0 13-4-4 1643-8 3-7-12 1-5-12 1-7-8 3-6-0 3-1-4 3-4-4 Plate Offsets (X,Y)-- [2:0-4-0,0-1-1), 14:0-5-8,0-2-41, [7:0-8-0,Edge), [9:0-4-0,04-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.15 9-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) -0.05 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-8 cc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-14 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-4-8, 2=0-8-0 Max Horz 2=153(LC 7) Max Uplift 7=-3610(LC 8), 2=-3134(LC 8) Max Grav 7=4052(LC 1). 2=3461(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7062/6318, 3-4=-6093/5630, 4-5=5498/5126, 5-6=6050/5571, 6-7=7371/6637 BOT CHORD 2-12=-5564/6278, 11-12=-5564/6278, 9-11=4969/5541, 8-9=-5865/6548, 7-8=-5865/6548 WEBS 4-11=-2448/2650, 5-9=-2323/2503, 6-9=-133211166, 6-8=935/1109, 3-12=1185/1461, 3-11=-1482/1219 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 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 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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 This item has been 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically Signed and 6) Provide adequate drainage to prevent water ponding. sealed by Finn, Walter, PE 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • using a Digital Signature. 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 Printed Copies Of this will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) document are not Considered 7=3610, 2=3134. signed and sealed and the 1tl) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 5-1-8 from the left end to connect signature must be verified truss(es) to back 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 cc max. starting at 7-0-12 On an electronic copies. Y P from the left end to 15-0-12 to connect truss(es) to back face of bottom chord. Walter P. Finn PE No.22839 42) Fill all nail holes where hanger is in contact with lumber. MiTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: Continued on page 2 December 7,2020 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 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 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 465 SE VERDA AVE. T22092550 77162 GRK Hip Girder 1 n L Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:51 2020 Page 2 I D:d?jOkGgH47Se3toPMJHbxAyBSve-FYFB3oR8ghHEAE WOh7o3DglfuKs_Bc3Z2FVCggyBO5M 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, 5-7=54, 2-13=-20 Concentrated Loads (lb) Vert: 11=-1017(B) 8=859(B) 12=-1569(B) 19=-1018(B) 20=-972(B) 21=-729(B) 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 r 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?plf 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 oty Ply T22092551 77162 AJACK-OPEN 17 1 �465SEVERDAAVE. Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MI I eK Inoustrles, Inc. Mon Dec 7 i unv:o2 zuzu rage i ID:d?jOkGgH47Se3toPMJHbxAyBSve jlpZH8SmR?P5nO5bFrJlm2lrBkLZwABjGvEIM6yB05L -2-0-0 1-0-0 2-0-0 1-0-0 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES W3 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Wrnd(LL). -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=117(LC 12) Max Uplift 3=-34(LC 1), 2=-384(LC 12), 4=-46(LC 1) Max Grav 3=80(LC 12), 2=265(LC 1). 4=102(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. w 6 d PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW'RS (directional) and C-C Exterior(2E) zone; porch left and right exposed;C-C for members and forces & MW'RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=3B4. 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 Miiek USA, Inc. FL Cert 6034 6904 Parke Easi Blvd. Tampa FL 33610 Date: December 7,2020 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 chard members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUfP/i 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 465 SE VERDA AVE. T22092552 77162 J3 JACK -OPEN 15 1 Job Reference(opt:onal Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:52 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve ilpZH8SmR?P5nO5bFrJlm2IrBkL2wABjGvEIM6yBO5L -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:14.6 3-0-0 3-0-0 Plate Offsets (X Y)— f2'0-4-4 0-0-41 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 0.33 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structurdl 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=172(LC 12) Max Uplift 3=-52(LC 9), 2=-331(LC 12), 4=-42(LC 9) Max Grav 3=51(LC 1), 2=259(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=331. 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: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinfonnallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 cb R1SS '-SSType ty Ply T22092553 77 [isJACK-OPEN 24 �465SEVERDAAVE. 1 Job Reference (optional) Chambers Truss, Inc., Fod, Pierce, FL 5.4Zu s Sep 14 ZUZU mi I eK mauslnes, inu. man uea / ID:a u - rage 1 ID:d70kGgH47Se3toPMJ HbxAyBSve-IgrNjwgl_BVEgLGchM4u5uwrZgg WB NH 1 gNYUmKyB Kob -2-0-0 5-0-0 2-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.69 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=110/Mechanical, 2=318/0-8-0, 4=50/Mechanical Max Horz 2=228(LC 12) Max Uplift 3=-123(LC 12). 2=-371(LC 12), 4=-81(LC 9) Max Grav 3=11O(LC 17), 2=318(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.4 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.10 4-7 >580 240 MT20 244/190 Vert(CT) -0.05 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 19 lb FT = 20% BRACING - TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3, 371 lb uplift at joint 2 and 81 lb uplift at joint 4. LOAD CASE(S) Standard 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 4834 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ` Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1/iiTek" is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 465 SE VERDA AVE. T22092554 77162 J7 Jack -Open 24 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.43U s Nov 3U 2U20 Mi I eK industries, Inc. Mon Dec 1 10: i 9:53 2020 rage r ID:d1jOkGgH47Se3toPMJHbxAyBSve-CxNxUUSPCJXyPYfnpYrXIFryA8ehfdRsVZ_JvZyBO5K -2-0-0 7-0-0 2-0-0 7-0-0 -- Scale: 117"=1' m 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.17 4-7 >481 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.17 4-7 >499 240 Weight: 26lb FT=20% 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=284(LC 12) Max Uplift 3=-164(LC 12). 2=286(LC 12). 4=-2(LC 9) Max Grav 3=177(LC 17), 2=385(LC 1), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=164,2=286. 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: December 7,2020 ,® 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 MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf 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 465 SE VERDA AVE. T22092555 77162 JA JACK -OPEN �Qty 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL rs.4sU s Nov au zuzu mi I eK mausmes, inc. mun Dec r iu. L7:59 cazv rage I ID:d?jOkGgH47Se3toPMJHbxAyBSve-g7xJigTlzcfp1iEzNGMmrTN6LYxYO4HOkDjsR?yBO5J 2-M 2-1-0 2-9-0 548-0 2-0-0 2-1-0 0-8-0 2-11-0 ' 0 8 0 -1-0 2-9-0 5-8-0 0-8-0 1 2 -5-0 0-6-0 2-11-0 Plate Offsets (X Y)— [2:0-1-4 Edoe] [2:0-1-0 0-9-3] LOADING (I SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d TCLL .0.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.07 8 >945 240 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=228(LC 8) Max Uplift 5=-82(LC 8), 2=-408(LC 8), 6=-15(LC 5) Max Grav 5=96(LC 29), 2=442(LC 1), 6=73(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.4 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 2=408. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 47 lb up at 2-1-0 on top chord, and 40 lb down and 91 lb up at 2-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) Vert: 1-3=54, 3-4=54, 4-5=-54, 6-8=-20 Concentrated Loads (lb) Vert: 7=40(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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 7,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with 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 p� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek• 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 ANSI1I'P/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 0ty Ply 465 SE VERDA AVE. T22092556 77162 JA3 Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r � 8.430 s Nov 30 2020 MITek Industries, Inc. Mon Dec 7 10:19:55 2020 Page 1 I D: d?j OkGg H47Se3to PMJ HbxAy B Sve-8J VhvAUfkwogespAwzt?OgwM DxL97Xx9ytTPzRyB O51 2-8-8 , Scale=1:12.1 3x4 = 2-8-8 2-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 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 FBC2020rrP12014 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 BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-4-8, 2=Mechanical, 3=Mechanical Max Horz 1=74(LC 12) Max Uplift 1=-32(LC 12), 2=70(LC 12), 3=-9(LC 12) Max Grav 1=98(LC 1), 2=70(LC 17), 3=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-8-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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.22639 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 Nat 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 ANSUTPN 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 T22092557 77162 JA5 Jack -Open 2 1 �465SEVERDAAVE. Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL • r 8.430 S Nov 30 2020 Mt I eK Industries, inc. Mon Dec / l CiA9:56 2U20 rage l I D: d?jOkGg H47Se3toPMJ HbxAy BSvecW246 WVHV EwXG? OMU hOEwuT WwLZns_B I BXCzVtyB05 H 5-M 5-0-0 Scale=1:17.0 3x4 = 5-M 5-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.06 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 FBC20201rP12014 Matrix -MP Wind(LL) 0.08 3-6 >763 240 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Hors 1=139(LC 12) Max Uplift 1=-68(LC 12), 2=128(LC 12), 3=-11(LC 12) Max Grav 1=183(LC 1), 2=134(LC 17), 3=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 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 100 Ito uplift at joint(s) 1, 3 except Qt=lb) 2=128. 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 Cert6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 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 MITekO 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 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 IQty Ply 465 SE VERDA AVE. T22092558 77162 JB JACK -OPEN 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:56 2020 Page 1 + ID:d?jOkGgH47Se3toPMJHbxAyBSvecW2464WHVEwXG?OMUhOEwuTWgLYFs_EIBXCzVtyBO5H 2N %3-6-4 4-2 4 , 5-8-0 3-6-4 OV 1-5-12 Scale = 1:19.4 0-8-0 3-6-4 , 4-2-4 , 5-M , 0-8-0 2-10-4 0-8-0 1-5-12 Plate Offsets (X,Y)-- [2:0-1-4 Edge], [2:0-0-12,0-8-11j 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 0.36 Vert(LL) -0.02 8 >999 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.86 Vert(CT) -0.03 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.04 5 n/a n/a _ BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.06 8 >999 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. 1-3: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Harz 2=228(LC 12) Max Uplift 5=-52(LC 9), 2=-345(LC 12), 6=-22(LC 9) Max Grav 5=75(LC 17), 2=413(LC 1), 6=64(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-8-0, Interior(1) 0-8-0 to 3-6-4, Exterior(2E) 3-6-4 to 4-2-4, Interior(1) 4-2-4 to 5-7-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has been will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. electronically signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) sealed by Finn, Walter, PE 2=345. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the ' signature must be verified on any electronic copies. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord, members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 T22092559 77162 JC5 Jack -Open 6 1 �465SEVERDAAVE. Job Reference (opt! Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 mil eK Industries, Inc. Mon L eC 7 10:19:5/ 2020 rage 1 r ' ID:d?jOkGgH47Se3toPMJHbxAyBSve4icSKsVvGX2Ou9zY2ovTT5?hxlxYbRQSQBymKyBO5G 2-0-0 2-0-0 3-0-0 5-0-0 2-0-0 2-0-0 1-0-0 2-0-0 3-0-0 5-0-0 LOADING (psfj SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.05 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MR Wind(LL) 0.09 7 >678 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=228(LC 12) Max Uplift 5=-77(LC 12), 2=-270(LC 12), 6=-20(LC 12) Max Grav 5=108(LC 17), 2=319(LC 1), 6=71(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-7=-255/281 Scale = 1:19.5 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 4-6. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 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 Cet4 §634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 WARNING - Vedy designparameters 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 properly Incorporate this design Into the overall � 1� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1VIiTek• 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 ANS11rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092560 77162 JE1 JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:19:58 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-YuAgXCWX1 rAFVJYlc6Qi?JYtK9NDKtDbfrh3amyBO5F -Q; 2 3-0-0 0 0- 2? 3-0-0 Scale: V=1' JX0 I I 2-3-8 2-3-8 3-0-0 0-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.09 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.00 6 >999 240 Weight: 11 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. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 6=0-3-8 Max Horz 6=83(LC 12) Max Uplift 4=-82(LC 1), 5=-107(LC 1), 6=-367(LC 12) Max Grav 4=53(LC 12), 5=72(LC 12), 6=407(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-212/315 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 5=107. 6=367. 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 0904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 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 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 ANSYTP11 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 [5SEVERDAAVE.T22092561 77162 JE3 JACK -OPEN 2 1b Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 21 5-0-0 8.420 s Sep 14 2020 MiTek Industries, Inc. Mon Dec 7 15:05:03 2020 Page 1 ID:d?jOkGgH47Se3toPMJ HbxAyBSve-goMIBJrMRhzT766Z314MyOsl4H5V7tnFwo8NBOyBKnl Scale = 1:16.9 2-0-0 2-1-12 5-0-0 2-0-0 0- -12 2-10 4 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=41/Mechanical, 5=0/Mechanical, 6=325/0-3-8 Max Horz 6=139(LC 12) Max Uplift 4=-71(LC 12), 5=56(LC 9), 6=-296(LC 12) Max Grav 4=60(LC 17), 5=29(LC 3), 6=325(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-296/124 BOT CHORD 2-6=-130/311 WEBS 3-6=-218/442 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 4-11-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 4, 56 lb uplift at joint 5 This item has been and 296 lb uplift at joint 6. electronically signed and LOAD CASE(S) Standard 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 Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 r& 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 M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall 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 Qly Ply 465 SE VERDA AVE. T22092562 77162 JU JACK -OPEN 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.43U s Nov 3U 2UZU Mi I eK Inoustries, Inc. mon uec / iu:i9:59 2020 rage i ` ID:d7jOkGgH47Se3toPMJHbxAyBSve-05kCIYX9o9157T7x9pxxYW45aZnp3LwltVRd6CyBO5E 0 Qr1-0-0 0 22 1-0-0 3x4 = Scale = 1:7.0 PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. ADEQUATE SUPPORT REQUIRED. LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 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 FBC2020lrP12014 Matrix -MP Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 4=Mechanical Max Horz 3=7b(LC 1), 4=87(LC 12) Max Uplift 3=-81(LC 12) Max Grav 3=74(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 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: December 7,2020 ® 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 H� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII 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 465 SE VERDA AVE. T22092563 77162 KJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -2-9-15 8.430 s Nov 30 2020 MI reK Industries, Inc. Mon Uec / 1U:ZU:UU ZUZU ID:d?jOkGgH47Se3toPMJ HbxAyBSve-U HlaytYoZSQyldi7jWrA4kdB Ky57onAu69AAe 2-10-10 2-10-10 2-10-10 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Wind(LL) -0.02 4-7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=1-10-10, 4=Mechanical Max Horz 2=144(LC 8) Max Uplift 3=-22(LC 5), 2=-400(LC 8). 4=-21(LC 17) Max Grav 3=58(LC 24), 2=327(LC 1), 4=83(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces•250 (lb) or less except when shown. Scale: V=1' PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% Structural wood sheathing directly applied or 2-10-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 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) Refer to girder(s) for truss to truss connections. 8) 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=400. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 108 lb up at 1-6-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert:8=26(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.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke ,East -Blvd. Tampa FL 33610. Date: December 7,2020 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 at russ system. Before use, the building designer must verify the applicability of design parameters and property 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 11�iTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN 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 T22092564 77162 KJ3 Diagonal Hip Girder 2 1 �465SEVERDAAVE. Job Reference o tional Chambers Truss, Inc., a Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:00 2020 Page 1 ' ID:d?jOkGgH47Se3toPMJHbxAyBSve-UHlaytYoZSQyldi7jWTA4kdBSyOdomvu69AAefyBO5D 0-Q-3 3-0-1 3-8-10 7-0-2 0 -3 3-0-1 0-8-9 3-3-8 LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.04 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.08 5-6 >611 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) -0.12 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.05 5-6 >993 240 Scale = 1:17.8 I� 0 PLATES GRIP MT20 244/190 Weight: 23 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) 4=Mechanical, 5=Mechanical, 6=0-4-15 Max Horz 6=138(LC 8) Max Uplift 4=-59(LC 8), 5=-95(LC 17), 6=-536(LC 8) Max Grav 4=54(LC 28), 5=49(LC 23), 6=552(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-322/275 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) a 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 100 lb uplift at joint(s) 4, 5 except Qt=lb) 6=536. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 159 lb up at 4-4-0, and 121 lb down and 159 lb up at 4-4-0 on top chord, and 46 lb down and 96 lb up at 1-6-1, 46 lb down and 96 lb up at 1-6-1 , and 64 lb down and 135 lb up at 4-4-0, and 64 lb down and 135 lb up at 4-4-0 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: 1-2=14, 24=54, 5-7=-20 Concentrated Loads (lb) Vert: 10=121(F=61, B=61) 11=-92(F=-46, B=-46) 12=152(F=76, B=76) 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 6934 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inst@ute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type I Qty Ply T22092565 77162 KJ5 Diagonal Hip Girder 3 1 �465SEVERDAAVE. Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 2-9-15 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:012020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-zTszADZQKmYpMnHJHE PdxAMBMQ?XD_1LpwkB5yB05C 3-8.10 7-0-2 3-8-10 3-3-8 Scale = 1:19.1 I1 d 7-0-2 7-0-2 Plate Offsets (X,Y)— [2:0-0-5,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 0.45 Vert(LL) -0.16 6-9 >527 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.18 6-9 >476 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MP Weight: 31lb 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=226(LC 8) Max Uplift 4=-115(LC 24), 2=-469(LC 8), 5=-125(LC 5) Max Grav 4=99(LC 17), 2=527(LC 28), 5=208(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/150 BOT CHORD 2-6=-218/350 WEBS 3-6=-382/238 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=115, 2=469, 5=125. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 110 lb up at This item has been 1-6-1, 157 lb down and 110 lb up at 1-6-1, and 37 lb down and 68 lb up at 4-4-0, and 37 lb down and 68 lb up at 4-4-0 ontop chord electronically signed and and 98 lb down and 74 lb up at 1-6-1, 98 lb down and 74 lb up at 1-6-1, and 14 lb down and 52 lb up at 4-4-0, and 14 lb down and sealed by Finn, Walter, PE 52 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. using a Digital Signature. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed copies of this LOAD CASE(S) Standard document are not considered 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the ' Uniform Loads (plf) signature must be verified Vert: 1-4=-54, 5-7=-20 on any electronic copies. Concentrated Loads (lb) Vert: 10=53(F=26, B=26) 12=71(F=35, B=35) 13=5(F=3, B=3) Walter P. Finn PE No.22639 MiTek USA,.Inc. FL. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 ANSYTPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092566 77162 KJ7 Diagonal Hip Girder 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL -2-9-15 8.43U 5 Nov 3U ZUZU MI I eK IngUstnes, Inc. mon uee / i U:zu:uz zu/u rage i ID:d7jOkGgH47Se3toPMJHbxAyBSve-RgQLNZZ254gg wrWDNeA9iXgmjEGcYBZTfHjXyB05B 9-10-1 4-8-7 Scale: 1/2"=l' I� d v A A 5-1-9 4-8-7 Plate Offsets (X Y)-- (2:0-0-13 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.11 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 44 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=282(LC 24) Max Uplift 4=-148(LC 8), 2=602(LC 8), 5=-321(LC 8) Max Grav 4=131(LC 1), 2=649(LC 28), 5=305(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-734/616 BOT CHORD 2-7=-683/661, 6-7=683/661 WEBS 3-7=-215/257, 3-6=718/741 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45tt; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=148,2=602,5=321. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 110 Ito up at 1-6-1, 157 lb down and 110 lb up at 1-6-1, 37 Ib down and 68 lb up at 4-4-0, 37 lb down and 68 lb up at 4-4-0, and 66 lb down and 149 lb up at 7-1-15, and 66 lb down and 149 lb up at 7-1-15 on top chord, and 98 lb down and 74 lb up at 1-6-1. 98 Ito down and 74 lb up at 1-6-1, 14 lb down and 52 lb up at 4-4-0, 14 lb down and 52 lb up at 4-4-0, and 35 lb down and 94 lb up at 7-1-15, and 35 lb down and 94 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 1j 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: 11=53(F=26, B=26) 13=-66(F=-33, B=-33) 14=71(F=35, B=35) 15=5(F=3, B=3) 16=-43(F=22, B=22) 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 6034 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 2& 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not A HV 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 MiTek 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 465 SE VERDA AVE. T22092567 77162 KJA Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:03 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-vszjavagsNoXc4QiOfOtiMFnQA7j?7GKo7PgFzyBO5A 3-3-11 6-7-2 3-3-11 3-3-8 Scale = 1:17.B 3x4 = 3-3-11 3-3-11 6-7-2 3-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 27 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=0-6-0, 3=Mechanical, 4=Mechanical Max Horz 1=130(LC 8) Max Uplift 1=-155(LC 8), 3=74(1_C 24), 4=-136(LC 8) Max Grav 1=310(LC 28), 3=78(LC 17), 4=184(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-428/245 BOT CHORD 1-6=-324/381, 5-6=324/381 WEBS 2-5=-418/356 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 1=155, 4=136. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ito down and 102 Ito up at 1-1-1, and 37 lb down and 68 lb up at 3-11-0 on top chord, and 99 lb down and 71 lb up at 1-1-1, and 22 Ito down and 18 lb up at 3-11-0, and 14 lb down and 52 Ito up at 3-11-0 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, 4-7=20 Concentrated Loads (lb) Vert: 10=24(B) 12=32(B) 13=-6(F=9,'B=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.22939 MiTek USA,.Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �' a truss 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 ANSLTpl1 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092568 77162 MV2 Valley 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 710:20:04 2020 Page 1 ID:d?jOkGgH47Se3toPMJHbxAyBSve-N2X5oFblchwODE?uyMX6FaoyuaU2kb9U1nBOoQyBO59 2-0-0 r 2-0-0 Scale = 1:7.8 3x4 i LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WE 0.00 BCDL 10.0 Code FBC2020/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=39(LC 12) Max Uplift 1=-19(LC 12), 2=43(1_13 12) Max Grav 1=51(LC 1). 2=41(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (]cc) 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 file nla Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(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: December 7,2020 A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r 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 ANS11TFIl 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 T22092569 77162 MV4 Valley 2 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc.,, Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:05 2020 Page 1 r ' ID:d?jOkGgH47Se3toPMJHbxAyBSve-rF5T?bcwN?2FrOa5W42LnnK?iznaT2PdGRuxKsyBO58 4-0-0 4-0-0 Scale=1:12.8 3x4 i 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a file 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) file file 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a file BCDL 10.0 Code FBC2020/rP12014 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 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=91(LC 12) Max Uplift 1=-45(LC 12). 3=91(LC 12) Max Grav 1=120(LC 1), 3=129(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 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 MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7rP/i 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 465 SE VERDA AVE. T22092570 77162 MV6 Valley 1 1 Job Reference o tional Chambers Truss, Inc., } Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 710:20:06 2020 Page 1 ID:d?jOkGgH47Se3t6PMJ HbxAyBSve-J RfsDxcY8IA6TY9H4naaK?tFwN9ACTRnU5dVslyB057 6-0-0 6-0-0 5 4 3x4 i 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.14 BCDL 10.0 Code FBC202OfTP12014 Matrix-P DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a 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=148(LC 12) Max Uplift 4=-63(LC 12). 5=-184(LC 12) Max Grav 1=61(LC 1), 4=89(LC 17), 5=262(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/134 WEBS 2-5=-254/479 Scale = 1:17.8 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2),.Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) 4 except (jt=lb) 5=184. 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 Cert6634 690¢ Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi 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 465 SE VERDA AVE. T22092571 77162 MV8 Valley 1 1 Job Reference o tional Chambers Truss, Inc., r Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 710:20:06 2020 Page 1 ID: d7jOkG gH 47Se3toP M J H bxAyBSve-J RfsDxcY8lA6TY9 H4naaK7tBtN7XCT7nU 5dVslyB057 8-0-0 8-0-0 5 4 3x4 i 2x3 II 3x4 II Scale = 1:23.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) nla n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 n/a rile BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight: 31 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 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=204(LC 12) Max Uplift 4=-84(LC 12), 5=254(1_13 12) Max Grav 1=89(LC 1), 4=120(LC 17). 5=362(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/164 WEBS 2-5=-316/545 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) 4 except Qt=lb) 5=254. 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: December 7,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 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?PIf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 465 SE VERDA AVE. T22092572 77162 MV10 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:04 2020 Page 1 ID: d?jOkGgH47Se3toPMJHbxAyBSve-N2X5oFblchwODE?uyMX6FaopjaPFkZZU 1 nSOoQyB059 10-0-0 3x4 5 4 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 TCDL 7.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr YES WB 0.17 BCDL 10.0 Code FBC2020/rP12014 Matrix-S DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a 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=10-0-0, 4=10-0-0, 5=10-0-0 Max Horz 1=260(LC 12) Max Uplift 4=-111(LC 12), 5=313(1_C 12) Max Grav 1=124(LC 1), 4=157(LC 17), 5=446(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-382/173, 3-4=-125/253 WEBS 2-5=-353/560 Scale = 1:28.8 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7•to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) except (jt=lb) 4=111, 5=313, 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 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2020 A 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 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/TPI1 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 T22092573 77162 PBA Piggyback 5 1 �465SEVERDAAVE. Job Reference (optional) Chambers Truss, Inc., r Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:07 2020 Page 1 ' ID:d?jOkGgH47Se3toPMJHbxAyBSve-ndDEQHdBvclz4ikTdV5ptCQRhnSQxyvwjlN20lyBO56 2-9-0 5-6-0 2-9-0 - 2-9-0 3x4 = 3x6 = 5-6-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 4 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.00 5 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 A n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 2=3-8-6, 4=3-8-6 Max Horz 2=44(LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) Max Grav 2=168(LC 1), 4=168(LC 1) FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-141/261 Scale = 1:11.0 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=122, 4=122. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. V A d Ia 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 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 7,2020 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 465 SE VERDA AVE. T22092574 77162 PBB Piggyback 1 Job Reference o tional Chambers Truss, Inc.,l Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:07 2020 Page 1 ID:d7jOkGgH47Se3toP M J HbxAyB Sve-ndD EQHdBvclz4ikTdV 5ptCQTfnU rxyvwjlN20lyBO56 2-9-0 5-6-0 2-9-0 2-9-0 -- - - Scale = 1:11.0 3x6 = TOP CHORD UNDER PIGGYBACKS 3x4 __ TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 TCDL 7.0 Lumber DOL 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Cade FBC2020fTP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 2=3-8-6, 4=3-8-6 Max Horz 2=44(LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) Max Grav 2=168(LC 1), 4=168(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-141/261 3x4 = DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.00 4 n/r 120 MT20 2441190 Vert(CT) 0.00 4 n/r 90 Horz(CT) -0.00 4 n/a n/a Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131 "x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C=C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) except (jt=lb) 2=122, 4=122. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. V A d Ia 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: December 7,2020 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 at russ 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 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 ANS11PPI1 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 465 SE VERDA AVE. T22092575 77162 PBC Piggyback 1 1 Job Reference (opt Chambers Truss, Inc.,,, Ft rt Pierce, FL I 3x4 = 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:08 2020 Page 1 ID: d7jOkGgH47Se3toPMJ HbxAyBSve-FgncecepgwQgirJgB Cc2PQyc6B negP93yP6bxByB 055 t-11-8 5-6-0 0-5-0 2-6-8 Scale = 1:11.0 3x6 = 5-6.0 5-6-0 Plate Offsets (X Y)— [3:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 2=3-8-6, 4=3-8-6 Max Horz 2=42(LC 11) Max Uplift 2=-122(LC 12), 4=-122(LC 12) Max Grav 2=168(LC 1), 4=168(LC 1) 3x4 = CSI. DEFL. in (loc) Vdefl L/d TC 0.21 Vert(LL) 0.00 4 n/r 120 BC 0.31 Vert(CT) 0.00 5 n/r 90 WB 0.00 Horz(CT) 0.00 4 n/a n/a Matrix-P FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=122, 4=122. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. d 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: December 7,2020 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 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 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 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 T22092576 77162 PBD Piggyback, 1 1 �465SEVERDAAVE. Job Reference o tional 3 Chambers Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon Dec 7 10:20:09 2020 Page 1 ' 3 ID:d?jOkGgH47Se3toPMJHbxAyBSve-kOL_ryfRRDYhK?uslv7HydVoXb8dPsODA3s9TdyBO54 2-0-0 3-6-0 5-6-0 2-0-0 1-6-0 2-0-0 3x6 = 3x4 = 5-6-0 3x6 = 3x4 = Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.00 6 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-R Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=3-8-6, 5=3-8-6 Max Harz 2=-31(LC 10) Max Uplift 2=-122(LC 12), 5=-122(LC 12) Max Grav 2=168(LC 1), 5=168(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-205/298, 3-4=198/289, 4-5=-206/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) except (jt=lb) 2=122, 5=122. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building This item has been designer. 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 i MIek USA, Inc. FL Cart 6634 6904 Parke Past Blvd. Tampa FL 33610 Date: December 7,2020 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 F A building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek° ipV Is always required far 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 ANSYTPN 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3j Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-�16" For 4 x 2 orientation, locate plates 0- 'r16' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 138B-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 WEBS A51- UfL Oc7-a c6a BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSUTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. • JANUARY 20, 2020 TYPICAL HIP/ KING JACK CONNECTION CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30'. Mean Roof Height. Attach End J ck's w/ (4) 16d Toe ails @ TC & (3) 16d Toe ails @ BC k O O O O x yj. Attach Corn( w/ (2) 16d T @TC, &BC Chambers Truss, Inc. 3105 Oleander Ave. Ft. Pierce Fl. 34982 Ph: 772-465-2012 Attach King Jack wl (3) 16d Toe Nails @ TC & BC ack's Nails rpical) V PAUL WELCH INC. MECH-ELECT CIVIL ENG 1984 HILTMORE ST.`114 PORT ST. LUCIE, FL 34984 -PAUL WELCH, F.E. FLA REG NO2995 STDTL AUGUST 1, 2016 (R) a o0 O CO E] MiTek USA, Inc. N D Y A MITak Allfllala LATERAL TOE -NAIL DETAIL MII-TOENAIL MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) DIAM. I SP DF HF SPF SPF-S C7 .131 88.1 80.6 69.9 68.4 1 59.7 O i 135 93.5 _ 85.6 74.2 72.6 63.4 3 .162 1 118.3 108.3 93.9 91.9 1 80.2 Eli V' .128 .84.1 76.9 66.7 65.3 57.0 Z 0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 oS (7 .120 73.9 67.6 58.7 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J o .131 88.1 80.6 69.9 68.4 59.7 m .148 106.6 97.6 1 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5-) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15:' 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE AN BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE ' NEAR SIDE V.001 45.00' • U2 ' SIDE VIEW U2 '•I•' 'i 3NAILS NEAR SIDE /\ NEARSIDE 11 NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW (2x4) (24) 3 NAILS 2 NAILS Jr SIDE I NEAR SIDE YJ----i FAR SIDE NEAR SIDE I L- -___� FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE PI ---I FAR SIDE SIDE VIEW (2x6) 4 NAILS 1 NEAR SIDE NEAR SIDE 1 I NEAR SIDE NEAR SIDE (AUGUST 1, 2016 DO (R) L DE 0 00 MiTek USA, Inc. ENGWEENED BY A WakAf hale LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP MTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. I SP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 3 135 93.5 85.6 74.2 72.6 63.4 J 162 108.8 99.6 86.4 .I 84.5 73.8 ri z .128 74.2 67.9 58.9 57.6 50.3 9 .131 75.9 69.5 60.3 $9.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 of VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) - 2 NAILS / NEAR SIDE NEAR SIDE' VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD 3 NA 3 NAILS For load duration increase of 1.15: NEAR SIDE 3 (nails) X 84.5 (lb/nall) X 1.15 (DOL) = 291.5 lb Maximum Capacity / NEAR SIDE NEAR SIDE \ANGLE MAY ANGLE MAY VARYFROMVARY FROM 30°TO60° 30 *TO 60° 45.001 L.: 45.00 ° , 4 SIDE VIEW (24) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°TO60° ^. 45.00 °