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HomeMy WebLinkAboutTruss&=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 a ,A, ' DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less ' Spree der Bar AS 60 degrees orless oi 112 span -ApProx 213 to Tag line Tag line approx. 12 or Span ._- . ._. REFER TO SCSI REFER TO SCSI Truss must be set this way ill crane is used. Truss must be set this way Aaane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist creme operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. • • 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. Z IS WARNING 11rililli The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING SEAT PLATES BY CHAMBERS TRUSS REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED TRUSS CARRYING TRUSS HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS eas GIRD GR13 THD26-2 1 Z —10D 18 —16D RD THD26-2 2)-1 OD 1 -16D *Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" INDICATES VOLUME CEILING CEILING AT 8'-g" CEILING AT 10'-1 ' CEILING AT 12'-1" LOAD ® BEARING AT 8'-1" LOAD BEARING AT 10'-1" LOAD ® BEARING AT 11'-1" INOTES: * BUILDER TO UNDER FRAME CEILINGS AS NEEDED ,./"\!Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers If. j�ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 30'- 37"IN LENGTH!! HIP CARRIER LOCATED AS DUNURRONED ON LAPOUI I I DORNDER JACf1g PRE NOT MVE�� WE aTANpAR(, ENGINEERING. t31,S i FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. I 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the �Indersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss j );hall 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. 14. The undersigned acknowledges receipt of "SCSI" 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 podion of the job site for delivery. Chambers Truss will be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has �o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is 'responsible to Chambers Truss for towing costs due to site conditions. I 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour lee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. l Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of i delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 1 reasonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be 1 Scissors Hip Jack tided for all sums not paid within terms. I 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. Installations ' g. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees araAiiao b - ,payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the Undersigned agrees to. pay such indebtedness including attorneys fees, if default in payment for material be made by the rePa'Aa,ee ae+nn._._. recipient. 1 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to 1 herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida It. Design responsibilities are per MNational Standard And Recommended Guidelines On Responsibilities For ip Construction Using Metal Plate Connected Wood Trusses ANSI/TPIIWTCA 4 - 20021n CHORD n Carder 112. Warranty is per Chambers Truss Warranty attached r exAl. E%H - 1 Hip I BOTTOM CHORD OFJACK when nailing scissors DATED jack to hip carrier use X�- I a straight edge to align bottom or Jaek with Stfalght - tha bottom of tha beck Edge SIGNED of me hip carrier. IFOR TITLE OCONNECTIONS DESIGNED j A spreader bar may be required peCSI" to prevent injury & damage. AND SUPPLIED BY OTHERS Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. i Study the contents of the information packet included on delivery before setting trusses. 2X4 TOP CHORD WALL HEIGHT 8'-1" END DETAIL: VAULT 4-0 ft 4 TOP CHORD ILL HEIGHT 8'-1" D DETAIL: COFFER 5 r- l Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS-INC Ban er 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 Email: MAIL@CHAMBERSTRUSS.COM MREK LOADINGIDESIGN''CRITERIA REDUCIBLE PER CODE SUCH AS SEC 16U.6.1 DESIGN CRITERIA County ST. LUCIE Building Department ST. LUCIE COUNTY Wind Design Criteria ASCE 7-16 ` 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 I Bottom Chord Live *10-Non Conocurent 0 Bottom Chord Dead 10 3 D Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 16' Building Type Enclosed Building Category If: 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 j Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of; Record I Chambers Truss Inc. Drawing Name: 7742-1 SCALE: 1 /4" = 11-011 167 total trusses, 51 unique designs Designer: RLC Reviewed by: RLC Date: 04/14/21 FOR RnN RAYmnNn ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 77427 - RYAN PRUSSING MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ron Raymond Project Name: Rayn Prussing Model: . Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: Unknown, . City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & 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 51 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T23571125 A 4/15/21 15 T23571139 G 4/15/21 2 T23571126 ATA 4/15/21 16 T23571140 G1 4/15/21 3 T23571127 ATB 4/15/21 17 T23571141 G2 4/15/21 4 T23571128 D 4/15/21 18 T23571142 G3 4/15/21 5 T23571129 D1 4/15/21 19 T23571143 G4 4/15/21 6 T23571130 D2 4/15/21 20 T23571144 G5 4/15/21 7 T23571131 D3 4/15/21 21 T23571145 G6 4/15/21 8 T23571132 D4 4115/21 22 T23571146 G7 4/15/21 9 T23571133 D5 4/15/21 23 T23571147 G8 4/15/21 10 T23571134 D6 4/15/21 24 T23571148 G9 4/15/21 11 T23571135 D7 4/15121 25 T23571149 G9A 4/15/21 12 T23571136 D8 4/15/21 26 T23571150 GRA 4/15/21 13 T23571137 D9 4/15/21 27 T23571151 GRB 4/15/21 14 T23571138 D9A 4/15/21 28 T23571152 GRC 4/15/21 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. (�UIN E IVVF��c� No 68182 lo 5 STATE OF : 4J fill, 1111101 Joaquin Velez PE No.68182 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 Velez, Joaquin 1 of 2 181 0 MiTek 0 RE: 77427 - RYAN PRUSSING Site Information: Customer Info: Ron Raymond Project Name: Rayn Prussing Model: . Lot/Block: . Subdivision: . Address: Unknown, . City: St Lucie County State: FL No. Seal# Truss Name Date' 29 T23571153 GRD 4/15/21 30 T23571154 GRE 4/15/21 31 T23571155 GRG 4/15/21 32 T23571156 GRK 4/15/21 33 T23571157 GIRL 4/15/21 34 T23571158 GRIM 4/15/21 35 T23571159 A 4/15/21 36 T23571160 J3 4/15/21 37 T23571161 J5 4/15/21 38 T23571162 J5P 4115/21 39 T23571163 J7 4/15/21 40 T23571164 JC7 4/15/21 41 T23571165 JS1 4/15/21 42 T23571166 JS3 4/15/21 43 T23571167 JS5 4/15/21 44 T23571168 JS7 4/15/21 45 T23571169 K 4/15/21 46 T23571170 KJ5 4/15/21 47 T23571171 KJ7 4/15/21 48 T23571172 KJS7 4/15/21 49 T23571173 M 4/15/21 50 T23571174 MV2 4/15/21 51 T23571175 MV4 4/15/21 2 of 2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply RYAN PRUSSING T23571125 77427 A Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:15 2021 Page 1 ID:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-9FQCxdK5XyKfpllDU12Lg76pD4115jmrzAO_8kzQsGw -1-6-0 5-8-12 9-0.0 124-0 15 7 4 _ 21-4-0 22-10-0 1-0-0 5-8-12 3-3.4 3-4-0 3-3-4 5-8.12 1.8-0 Scale = 1:39.6 04 = 4x4 = 3x5 = 3x4 = 4x6 = 3x4 = 3x5 = 9-0-0 3-4-0 9-0-0 Plate Offsets (X,Y)— [2:0-0-2,Edgej, [7:0-0-2,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.19 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.47 Vert(CT) -0.34 9-17 >762 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 9-17 >999 240 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-4 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-12 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-137(LC 10) Max Uplift 2=-538(LC 12), 7=538(LC 12) Max Grav 2=968(LC 17), 7=968(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1658/1065, 3-4=-1406/873, 4-5=12731843, 5-6=-1406/873, 6-7=-1658/1065 BOT CHORD 2-11=-852/1609, 9-11=-572/1295, 7-9=877/1522 WEBS 3-11=-396/372, 4-11 =-1 56/420, 5-9=155/420, 6-9=-396/372 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MVVFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-0-0, Exterior(2E) 9-0-0 to 12-4-0, Exterior(21R) 12-4-0 to 16-6-15, Interior(1) 16-6-15 to 22-10-0 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 This item has been will fit between the bottom chord and any other members, with BCDL = IO.Opsf. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) sealed by Velez, Joaquin, PE 2=538,7=538. . 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. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verily 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 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 RYAN PRUSSING T23571126 77427 ATA ATTIC 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 S Mar 22 2UZ1 Mi I eK Industries, Inc. Wed Apr 14 U8:23:16 2U21 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-dS—aszKjIFSWRSKP2SZaDKfr5UXbg2_CgmXgAzQsGv -1 6-0 7-0-4 7-11-14 9-1-13 10-8-0 12-2-3 13 4-2 143-12 21-4-0 22-10-0 1 8 0 7-0-4 11-10 1-1-14 1-6 1 6 3 1-1-14 -11-10 7-0-4 1 6.0 Scale = 1:39.0 3x6 = Ia 9X0 = 3%9� SxR MT187f4-I� 3X4 I I 4X0 = 7-0-4 14-3-12 21-4-0 7-0-4 7-3.8 7.0-4 Plate Offsets (X,Y)— [2:0-3-9,0-0-21, [5:0-3-0,Edgel, [8:0-3-9,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.31 10-12 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.53 10-12 >487 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.22 10-12 >999 240 Weight: 103 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 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=159(LC 11) Max Uplift 2=-395(LC 12), 8=395(1_C 12) Max Grav 2=1169(LC 18), 8=1169(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2288/633, 3-4=-1992/646, 4-5=298/824, 5-6=-298/824, 6-7=-1992/646, 7-8=-2288/633 BOT CHORD 2-12=-400/2042, 10-12=-400/2042, 8-10=-400/2042 WEBS 7-10=0/561, 3-12=0/560, 4-6=-2927/1057 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 10-8-0, Exterior(2R) 10-8-0 to 13-8-0, Interior(1) 13-8-0 to 22-10-0 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) 200.01b AC unit load placed on the top chord, 10-8-0 from left end, supported at two points, 4-0-0 apart. 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. electronically Signed and 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE seala z, will fit between the bottom chord and any other members. Digital nature. 9 9 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-6using 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 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 Qt=lb) document are not considered 2=395, 8=395. signed and sealed and the 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verily 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 ivi iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply RYAN PRUSSING T23571127 77427 ATB ATTIC 3 1 Job Reference (optional) Uhambers I cuss, Fort Pierce, FL - 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:17 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-5eYyLILL3ZaN2cvccA4plYB1 WtsMZX77QUV4DczQsGu -1-6-0 7-0-4 ,7-11-14, 9-1-13 , 10-8.0 12-2-3 , 13-4-2 14-3-12 20-5-0 1 6-0 7-0 4 0-11-10' 1-1-14 ' 1-6-3 1-6-3 1-1-14 0-11-10 6-1-4 Scale = 1:35.3 3x6 = 9X3 3x4 I I 5x8 MT18HS = 3x4 I I i 7-0-0 i 4x6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) in (too) I/defl L/d -0.31 9-11 >802 360 -0.52 9-11 >470 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=153(LC 11) Max Uplift 8=-253(LC 12), 2=387(1_C 12) Max Grav 8=1079(LC 19). 2=1127(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2097/598, 3-4=-1827/623, 4-5=274/686, 5-6=-260/679, 6-7=18331637, 7-8=-2107/620 BOT CHORD 2-11=-451/1858, 9-11=-451/1858, 8-9=-451/1858 WEBS 3-11=0/508, 7-9=0/514, 4-6=-2598/1018 PLATES GRIP MT20 244/190 MT18HS 244/190 0.05 8 file n/a 0.24 11-16 >999 240 Weight: 98 lb FT = 20% Structural wood sheathing directly applied or 3-9-8 oc purlins. Rigid ceiling directly applied or 2-2-0 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 10-8-0, Exterior(2R) 10-8-0 to 13-8-0, Interior(1) 13-8-0 to 20-5-0 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) 200.01b AC unit load placed on the top chord, 10-8-0 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. 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-6 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=253, 2=387. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: April 15,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �• building design. Bracing indicated is to 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 ANSbTP11 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 RYAN PRUSSING T23571128 77427 D Roof Special 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:18 2021 Page 1 ID:ZgiyV8Skd41 E8Zpzzhi2jHzR7Xy-Zg6KZeMzgliEgmUo9tc21IkEaHFOItPHf7Fel3zQsGt 7-2-8 9-0.0 13-9-0 1"T o 21.3-0 27-9-8 34-4-0 40.0.0 7-2.8 1.9.8 4.9.0 1.3% 6-3-0 6-6-8 6.6.8 5-8-0 5.00 12 5x8 = 4x8 = 5x12 = 3 29 4 30 4x6 = 4x8 = 31 d 32 Scale = 1:69.4 4x8 = _qqqkqo_ Ing 11E�hbbh.' 346 II 4x10 — 1-� 3x5 — 14 13 126x12 = 3x6 II 4x6 = 6x12 = 6x8 = 8-0-0 7-77,9-0-27-9-8 71-0-0 0.118 1-0-4i1-9-10 2-16 1-0 L1 6.63-0 40-0-0 Plate Offsets (X,Y)— [3:0-5-12,0-2-81, [6:0-3-0,Edge], [19:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/def] Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) -0.46 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.87 15-16 >548 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Wind(LL) 0.62 15-16 >767 240 Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 5-14,8-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 `Except* 4-4-13 oc bracing: 15-16. 1-19,13-15,11-13: 2x4 SP M 30 4-10-0 oc bracing: 16-19 WEBS 1 Row at midpt 1-19, 7-11, 9-11 REACTIONS. (size) 20=Mechanical, 10=Mechanical Max Horz 20=41(LC 12) Max Uplift 20=-791(LC 12), 10=-796(LC 12) Max Grav 20=1469(LC 1), 10=1469(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1387/949, 1-2=-3685/2307, 2-3=-3528/2239, 3-4=4439/2767, 4-5=4680/2839, 5-7=-4608/2800, 7-8=-2279/1357, 8-9=-2320/1379, 9-1 0=1 396/893 BOT CHORD 18-19=-2298/3617, 16-18=-2097/3264, 15-16=-2767/4439, 5-15=-335/300, 13-14=-269/460, 12-13=-224/374, 8-11=-338/325 WEBS 1-19=-2362/3784, 3-18=-291/548, 3-16=-755/1326, 4-15=229/268, 13-15=1712/2869, 7-15=-922/1441, 7-13=-489/423, 11-13=-1759/2956, 7-11 =-1 152/684, 9-11 =1 554/2609, 11 2-19=-11201822, 2-18=-600/351, 4-16=469/387 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-1-12, Interior(1) 4-1-12 to 9-0-0. Exterior(2R) 9-0-0 to 13-0-0, Interior(1) 13-0-0 to 39-10-4 zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 2) 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 Velez, Joaquin, PE 3) Provide adequate drainage to prevent water ponding. using a Digital Signature. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 7) Refer to girder(s) for truss to truss connections. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=791, 10=796. on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent 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?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, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYANPRUSSING T23571129 77427 D1 Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:19 2021 Page 1 ID:ZglyV8Skd41E8Zpzzhi2jHzR7Xy-11gjm NbbAg5Kv2Ja7HrzHQIhcMIKcQur_BHVzQsGs 5-9-14 11-0-0 13 9-0 21-3-0 27-5.8 33-8-0 34�,0 40-0-0 5-9-14 5-2-2 2-9-0 7 6-0 6-2-8 6-2-8 8- 5-8-0 5x8 = 4x5 = 5.00 12 3x4 II 46 = 3x10 = 5x6 = 2728 56 29 7 30 31 8 33 Sxb II 20 19 186x8 = 15 14 13 12 3x6 — 3x4 II 4x12 = 3x4 II 3x4 It 7x8 = 7x8 3x4 — 6xB = 3x4 II II 3-9-0 , 21-3-0 27-5-8 33-8-0 Scale = 1:70.5 I� 4 I06 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rTP12014 CSI. TC 0.61 BC 0.74 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.31 16-17 >999 360 -0.66 16-17 >721 240 0.16 10 n/a n/a 0.43 16-17 >999 240 PLATES GRIP MT20 244/190 Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, BOT CHORD 2x4 SP M 30 *Except- except end verticals. 4-18,6-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 5-2-14 oc bracing: 1-20 5-3-9 oc bracing: 19-20 5-1-4 oc bracing: 16-17. WEBS 1 Row at midpt 14-16, 11-14, 7-11 REACTIONS. (size) 1=Mechanical, 10=Mechanical Max Horz 1=135(LC 11) Max Uplift 1=-793(LC 12), 10=-796(LC 12) Max Grav 1=1477(LC 1), 10=1486(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3338/2066, 2-3=-2825/1793, 3-4=3389/2217, 4-6=-3764/2412, 6-7=-3704/2374, 7-8=-1961/1347, 8-9=-2221/1403, 9-1 0=-1 413/962 BOT CHORD 1-20=-1952/3049, 19-20=-1952/3049, 4-17=-555/412, 16-17=-2077/3439, 6-16=-378/345, 14-15=-255/355 WEBS 2-19=-604/452, 3-19=-400/242, 17-19=1414/2475, 3-17=952/1538, 4-16=202/500, 14-16=-1421/2441, 7-16=-688/1112, 7-14=-422/378, 8-11=-1981566, 11-14=1578/2617, 7-11 =-1 047/576, 9-11 =-1 129/1904 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 11-0-0, Exterior(2R) 11-0-0 This item has been to 16-7-14, Interior(1) 16-7-14 to 33-8-0, Exterior(2R) 33-8-0 to 39-3-14, Interior(1) 39-3-14 to 39-10-4 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 Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on any electronic copies. 1=793, 10=796. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �e Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �e�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i•�■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI1TPI1 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 RYAN PRUSSING T23571130 77427 D2 Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:20 2021 Page 1 ID:ZglyV8Skd41E8Zpzzhi2jHzR7Xy-VDE5 KODMUyyv3dBHIeWNApeK5_Mmpma7RklpxzQsGr 6-9-14 13-0-0 18-3-8 23-7-0 28-8-0 31 8-0 35-8 4 40-0-0 6-9-14 6-2-2 5-3-8 5 5-1-0 3-0-0 4-0-4 4� 3-12 5x8 = 4x4 = 4x6 = 3 27 428 5 629 30 4x5 = 5x8 = Scale = 1:68.9 20 19 18 17 16 13 12 11 3x6 = 4x6 = 5x10 = 6x8 = 6x8 = 28-8-0 1 31-8-0 40-0-0 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/TPI2014 CSI. TC 0.43 BC 0.57 WB 0.87 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.31 15 >999 360 Vert(CT) -0.57 14-15 >838 240 Horz(CT) 0.25 11 n/a n/a Wlnd(LL) 0.42 15 >999 240 PLATES GRIP MT20 244/190 Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-16,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-11 15-17,8-14: 2x4 SP M 30 REACTIONS. (size) 1=Mechanical, 11=Mechanical Max Horz 1=166(LC 11) Max Uplift 1=-793(LC 12), 11=799(LC 12) Max Grail 1=1475(LC 1), 11=1475(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3282/2039, 2-3=-2652/1708, 3-4=2703/1832, 4-6=-4110/2679, 6-7=-4139/2694, 7-8=-3508/2325,8-9=-1986/1323 BOT CHORD 1-20=-1916/2992, 18-20=-191612992, 17-18=-1438/2390, 6-15=-276/258, 14-15=-2136/3547,7-14=-656/473,11-12=-924/1437 WEBS 2-20=0/274, 2-18=738/531, 3-18=186/428, 3-17=-285/578, 4-17=-1248/853, 15-17=-1689/2834,4-15=-1028/1695,7-15=-436/778,12-14=-1244/2171, 8-14=-1687/2714, 8-12=-1488/929, 9-12=-158/535, 9-11 =11 88211235 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 18-7-14, Interior(1) 18-7-14 to 31-8-0, Exterior(2R) 31-8-0 to 37-3-14, Interior(1) 37-3-14 to 39-10-4 zone;C-C for members and This item has been forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Using a Digital Signature. 5) All plates are 3x4 MT20 unless otherwise indicated. Printed copies Of this 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. document are not Considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) on any electronic copies. 1=793, 11=799. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 iev. 5/19f2020 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/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 RYANPRUSSING T23571131 77427 D3 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:21 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy=PoTBgOs7o4pXDCNr791wOMnZV14VIsjL5TIMNzQsGq 6-2 6 11-9-0 15-0-0 224-0 28-8-0 29-a-p 34-8-4 40-0-0 6-21 5-6-10 3-3-0 7-0-0 6-4-0 •0- 5-0-4 5-3-12 5x8 = 5.00 12 3x4 11 5x8 = 5 27 28 6 29 7 20 19 3x4 = 13 12 11 3x5 — 3x10 = 3x4 II 3x4 II 4x10 = 3x4 II Scale = 1:70.5 10 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.53 BC 0.66 WB 0.76 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.33 17-18 >999 360 -0.63 15-17 >761 240 0.30 10 n/a n/a 0.45 17-18 >999 240 PLATES MT20 MT18HS Weight: 234 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, BOT CHORD 2x4 SP M 30 *Except- except end verticals. 4-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. WEBS 2x4 SP No.3 *Except* 18-20: 2x4 SP M 30 REACTIONS. (size) 1=Mechanical, 10=Mechanical Max Horz 1=197(LC 11) Max Uplift 1=-792(LC 12), 10=-795(LC 12) Max Grav 1=1479(LC 1), 10=1487(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3330/2047, 24=-4719/3003, 4-5=3536/2299, 5-6=-3484/2311, 6-7=-3484/2311. 7-8=-2953/1905, 8-9=-1822/1152, 9-10=-1437/952 BOT CHORD 1-20=-1926/3039, 4-18=-647/1105, 17-18=-2671/4309, 15-17=-1924/3267, 14-15=-1556/2695 WEBS 2-20=-994/742, 18-20=-2015/3161, 2-18=-747/1264, 4-17=-1418/986, 5-17=565/973, 5-15=-154/478, 6-15=-455/432, 7-15=574/1031, 7-14=155/413, 8-14=-603/1122, 8-11=-1160/818, 9-11 =-1 040/1710, 11-14=-1061/1743 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(l) 4-0-0 to 15.0-0, Exterior(2R) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-3-14, Interior(1) 35-3-14 to 39-10-4 zone;C-C for members and This item has been forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. signature must be verified 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on any electronic copies. 1=792, 10=795. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verify design Premefe,s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ,ev. 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?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571132 77427 D4 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Wed Apr 14 08:23:23 2021 Page 1 ID:ZglyVBSkd41 EBZpzzhi2jHzR7Xy-wovDcMQ6fPKXnXMmyQBD7pR3flvgzCrOpPyPQGzQsGo 1 6-0 5.4-11 9-11-14 17-0-0 22 4-0 27-8-0 8- 34-2 4 40-0-0 1 6 0 54-11 4-7-2 7-0-2 5 4-0 5 4-0 0- 5 C 4 1%-12 Scale = 1:72.3 5.00 12 5x6 = 3x4 = 5x6 = 3x4 I I 6 7 2526 27 8 9 3x10 = 14 13 12 3x4 11 4x10 = 3x6 II 4x10 2.58 r12 40-0-0 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 FBC2020ITP12014 CSI. TIC 0.81 BC 0.96 WB 0.72 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (loc) Ildefi Lid -0.52 18-19 >927 360 -0.96 18-19 >496 240 0.46 12 n/a n/a 0.71 18-19 >673 240 PLATES MT20 MT18HS Weight: 233 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puffins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 9-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=246(LC 11) Max Uplift 2=-907(LC 12), 12=-797(LC 12) Max Grav 2=1557(LC 1). 12=1473(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5705/3651, 3-5=-5522/3521, 5-6=3124/2038, 6-7=2835/1973, 7-8=-2854/1982, 8-9=-2777/1945, 9-10=-2817/1855, 10-11=-1866/1196, 11-12=-1417/957 BOT CHORD 2-19=-3453/5348, 18-19=-3171/5004, 16-18=-1676/2854, 15-16=1410/2434, 9-15=-203/258 WEBS 5-19=-659/1251, 5-18=-2381/1595, 6-18=-473/867, 7-18=252/178, 7-16=364/295, 8-16=-370/690, 8-15=-408/573, 13-15=1073/1756, 10-15=-506/952, 10-13=1081/780, 11-13=-1052/1722 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterior(2R) 17-0-0 to 22-7-14, Interior(1) 22-7-14 to 27-8-0, Exterior(2R) 27-8-0 to 33-3-14, Interior(1) 33-3-14 to 39-10-4 zone;C-C for members This item has been and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed b Velez, Joaquin, PE y oa q to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed copies of this 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. signature must be verified 9) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MIT& USA, Inc. FL Cart 6834 2=907, 12=797. 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 BEFORE USE. �* Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �e�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall iq.� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571133 77427 D5 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:24 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-0_TcpiRkQjS00hxyW8jSYO_Fjilmib5913iyyizosGn 160, 1 9-11-14 145- 1j 19-0-0 25-8-0 28-8-0 34-2&4 40-0-0 1-6-0' S-0-11 4-7-2 4 6 1 4 6 1 6-8-0 3 0 0 5-0ul 5-9-12 5.00 12 5x6 = 5x8 = 7 25 26 27 8 3x8 = 14 13 12 4x10 2.58 12 3x4 II 4x10 = 3x6 II � Scale = 1:72.3 34-2-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2020/TPI2014 CSI. TC 0.72 BC 0.79 WE 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.64 17-19 >746 360 -1.17 17-19 >410 240 0.46 12 n/a n/a 0.69 17-19 >691 240 PLATES MT20 MT18HS Weight: 235 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-7 oc purlins, BOT CHORD 2x4 SP M 30 'Except" except end verticals. 2-19: 2x4 SP M 31, 9-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-19, 6-17 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=278(LC11) Max Uplift 2=-907(LC 12), 12=-797(LC 12) Max Grav 2=1808(LC 17), 12=1 673(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6802/3693, 3-4=-6506/3460, 4-6=6580/3620, 6-7=-3108/1860, 7-8=2866/1784, 8-9=-2745/1734, 9-10=-3112/1876, 10-11=-2082/1197, 11-12=-15801958 BOT CHORD 2-19=-3497/6547, 17-19=-2065/3967, 16-17=-1290/2585, 15-16=1517/2825, 9-15=-178/454 WEBS 3-19=-234/274, 4-19=-343/334, 6-19=1482/2958, 6-17=1381/855, 7-17=390/905, 8-17=-191/495, 8-16=-294/693, 9-16=-656/416, 13-15=-1074/1938, 10-15=-542/1143, 10-13=-11321787.11-13=-104811915 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 19-0-0, Exterior(2R) 19-0-0 to 24-7-14, Interior(1) 24-7-14 to 25-8-0, Exterior(21R) 25-8-0 to 31-3-14, Interior(1) 31-3-14 to 39-104 zone;C-C for members This item has been and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. document are not Considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and seal sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. SI g nature must e verified 8) Refer to girder(s) for truss to truss connections. 9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. FL Cert 6834 2=907, 12=797. 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE, Hat 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 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 ANShTPl1 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 RYANPRUSSING T23571134 77427 D6 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:25 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sB1_12RMBOaEOrW84rEh4EWPC6cQR7PJGjRWV9zQsGm 1-6-0 5 4 4 9-11-14 15 5-15 21-0-0 23.8-0 28.8-0 32-10-13 37-1-10 39-4-0 1-6-0 5-4-0 4-7-10 5.6-1 5.6-1 2-8-0 5-0-0 4-2-13 4-2-13 2-2-6 5x6 = 5.00 12 5x8 = 828 16 15 14 13 3x4 II 4x10 = 4x4 = 3x6 II 4x10 2.58 f 12 Scale a 1:71.2 9-11-14 15 5-15 21-0-0 23-8-0 28 8-0 32-10-13 394-0 9-11-14 5 6 1 5-6-1 2-8-0 %-10 5-0-0 4-2-13 4-1 13 2-2 6 Plate Offsets (X,Y)— [2:0-3-4,Edge], [7:0-3-0,0-2-4], [8:0-5-12,0-2-8], [17:0-5-12,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.48 21-22 >983 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.87 21-22 >543 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.44 13 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Wind(LL) 0.67 21-22 >700 240 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 9-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-21, 6-19 REACTIONS. (size) 13=Mechanical, 2=0-8-0 Max Horz 2=287(LC 11) Max Uplift 13=-788(LC 12), 2=890(LC 12) Max Grav 13=1448(LC 1).2=1532(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5610/3684, 3-4=-5370/3477, 4-6=3371/2269, 6-7=2309/1659, 7-8=-2086/1613, 8-9=-2228/1614, 9-10=-2671/1820, 10-11=-1738/1136, 11-12=-832/533, 12-13=-1419/926 BOT CHORD 2-22=-3583/5318, 21-22=-3212/4873, 19-21=-2004/3060, 18-19=1226/2010, 17-18=-1538/2442, 9-17=-117/331, 14-15=-575/893 WEBS 4-22=-690/1228, 4-21=-2020/1311, 6-21=-485/911, 6-19=1328/913, 7-19=422/656, 8-19=-203/360, 8-18=-269/476, 9-18=-639/470, 15-17=1090/1724, 10-17=648/1048, 10-15=-1195/842, 11-14=-1322/913, 11-15=-530/847, 12-14=-1019/1593 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=16ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-3, Interlor(1) 2-5-3 to 21-0-0, Exterior(2E) 21-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 27-7-3, Interior(1) 27-7-3 to 39-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This Item has been 3) 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 Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 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. Printed copies of this 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 document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. On any electronic copies. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 13=788, 2=890. MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notNil a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall � A building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord. members only. Additional temporary and permanent bracing 1 VliTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Intormalion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571135 77427 D7 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:26 2021 Page 1 ID:ZglyV8Skd41EBZpzzhi2jHzR7Xy-KNbMENS xKi5e_5KdYIwdR3ZsWxXAWRSVNB31bzQsGl 1-6-0, 5 4 4 9-11-14 16-1-15 22-4-0 28-8-0 35-1-10 39-11-3 '1 6-0' 5-0-4 4-7-10 6-2-1 6-5 10 4-9 9 Scale = 1:74.4 5x6 = 5.0o 12 13 12 11 4x10 2.58 F12 3x4 II 4x10 = 3x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TPI2014 CSI. TC 0.81 BC 0.96 WB 0.93 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in floc) Well Ud -0.51 17-18 >937 360 -0.93 17-18 >511 240 0.40 23 n/a n/a 0.72 17-18 >660 240 PLATES MT20 MT18HS Weight: 235 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 6-15. 4-17 10-11: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 23=0-7-4 Max Horz 2=293(LC 11) Max Uplift 2=-894(LC 12), 23=783(LC 12) Max Grav 2=1549(LC 1), 23=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5679/3617, 3-4=-5456/3412, 4-6=-3295/2117, 6-7=-2201/1513, 7-8=2207/1524, 8-9=-2807/1790, 9-10=-1433/877 BOT CHORD 2-18=-3569/5383, 17-18=-3201/4951, 15-17=-1903/2986, 14-15=1582/2552, 8-14=-56/352 WEBS 4-18=-687/1249, 7-15=-816/1328, 12-14=-939/1519, 9-14=-691/1096, 9-12=-167811146, 10-12=-1111/1821, 6-1 5=-1 364/930, 6-17=458/888, 4-17=-2158/1385, 8-15=775/561, 10-23=-1543/950 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=16ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) This item has been 22-4-0 to 26-3-15, Interior(1) 26-3-15 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, 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. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) This truss has been designed for a 10.0 pat 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. 8) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 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 Cert 6634 2=894, 23=783. 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITPli 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 RYAN PRUSSING T23571136 77427 D8 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:27 2021 Page 1 ID:ZgiyV8Skd41 EBZpzzhi2jHzR7Xy-oZ9kSjTciegyFBgXBGG99fckYvGmvy?cklwcz1 zQsGk -16-0, 5 4 4 9-11-14 16 1-15 22-4-0 28-8-0 33-1-10 39-11-3 1 6-0 5-4-4 4-7-10 6-2-1 6.2-1 4-5 10 6-9-9 Scale = 1:74.4 5x6 = 5.00 12 410 2.58 12 3x4 II 4x10 = 3x4 II 9-11-14 i16-1-15 19-3-15 22-4-0 28-8-0 33-1-10 39-11-3 9-11-14 6-2-1 3-2-0 3-0-1 6-4-0 4-5-10 6-9-9 Plate Offsets (X,Y)-- [2:0-3-4,Edge), [5:0-3-0,Edge), [10:0-3-12,0-3-0), [14:0-5-12,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.51 17-18 >934 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.93 17-18 >510 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) _ 0.44 23 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.73 17-18 >652 240 Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-1 cc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 10-12, 6-15, 4-17 10-11: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 23=0-7-4 Max Horz 2=314(LC 12) Max Uplift 2=-889(LC 12), 23=789(LC 12) Max Grav 2=1549(LC 1),23=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5679/3636, 3-4=-5456/3435, 4-6=-3295/2119, 6-7=2202/1510, 7-8=-2204/1518, 8-9=-2782/1787, 9-10=-1623/1008 BOT CHORD 2-18=-3635/5384, 17-18=-3268/4954, 15-17=-1953/2985, 14-15=1614/2555, 8-14=-108/377 WEBS 4-18=-700/1249, 12-14=-1116/1809, 9-14=-660/1017, 9-12=-1873/1274, 10-12=-1170/1888, 7-15=-805/1319, 6-15=-1363/935, 6-17=-465/889, 4-17=2159/1404, 8-15=-758/547.10-23=-14821919 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=16ft; B=45ft; L=40ft; eave=5tt; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) This item has been 22-4-0 to 26-3-15, Interior(1) 26-3-15 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 Sealed by Velez, Joaquin, 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. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 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. 8) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 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 Cart 8834 2=889, 23=789. 6804 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall FEE 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 RYAN PRUSSING T23571137 77427 D9 Roof Special 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:28 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-GIj6f3UFTxyptlEjlznOis8vFJc?eP21yhgA5TzQsGj 39-11-3 -1-6-0 5-4-0 9-1t-14 16.1-15 22-4-0 28-&0 31-1-10 35.2.12 39-3-15 39 - 1.6.0 5-4-4 4.7.10 6.2.1 6.2-1 6.4.0 2.5.10 4-1-3 4-1-3 V41i 0-3-3 Scale = 1:74.7 5x6 = 5.00 12 4x10 2.58 F12 3x4 II 6x8 = 3x5 = 3x4 11 9-11-14 16-1-15 19-3-15 22-4-0 28-8-0 31-1-10 , 35-2-12 39-3-15 39r11-3 9-11-14 6-2-1 3-2-0 3.0-1 6-4-0 2-5-10 4-1-3 4-1-3 0-7-4 Plate Offsets (X,Y)— [2:0-3-4,Edgej, [5:0-3-0,Edge], [11:0-3-4.0-4-01, [16:0-5-8,0-4-0], [21:0-1-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.51 19-20 >936 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.93 19-20 >511 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.35 25 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Wind(LL) 0.73 19-20 >648 240 Weight: 265 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins, 9-11: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 8-15: 2x4 SP No.3 WEBS 1 Row at midpt, 9-14, 6-17, 4-19 WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 25=0-7-4 Max Horz 2=355(LC 12) Max Uplift 2=-883(LC 12), 25=-794(LC 12) Max Grav 2=1549(LC 1), 25=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5679/3650, 3-4=-5456/3451, 4-6=-3295/2119, 6-7=-2202/1505, 7-8=2205/1513, 8-9=-2774/1792,9-10=-1698/1075,11-21=-813/1343 BOT CHORD 2-20=3691/5392, 19-20=-3325/4964, 17-19=-1995/2985, 16-17=1662/2588, 8-16=-125/403, 13-14=-658/1049 WEBS 4-20=-712/1250, 7-17=-800/1319, 14-16=-1417/2262. 9-16=-985/1477, 9-14=2339/1544, 6-17=-1364/941, 6-19=-470/889, 4-19=-2162/1420, 8-17=769/561, 10-14=718/1120, 10-13=-662/499, 13-21=-809/1284, 10-21=-975/610, 11-25=-1454/905 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) This item has been 22-4-0 to 26-3-15, Interior(1) 26-3-15 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Velez, Joaquin, 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. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 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. 8) Bearing at joint(s) 2, 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 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 Cart 6634 2=883, 25=794. 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. R 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 1li�ilYi• 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 ANS11fPl1 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 RYANPRUSSING T23571138 77427 D9A ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:29 2021 Page 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-IyHVtPVtEF49VSpvJhldF4h7Uj4PNvXuBLPjewzQsGi r1$-0 5-0-0 9-11-14 16-1-15 221-0 29-1-10 33-0-13 37.8-0 39-11-3, 1 8 0 5-0-0 4-7-10 6-2-1 6-2-1 6-9-10 4-3-3 4-3-3 2-3-3 3x8 tr- 2.5 F12 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 M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-18: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E 5.00 FIT 5x6 = 3x8 = Scale = 1:76.1 C6 A 23 0 d o A o N CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.59 Vert(LL) 0.4418-22 >272 240 MT20 244/190 BC 0.50 Vert(CT) -0.38 18-22 >316 240 WB 0.71 Horz(CT) 0.04 23 rile n/a Matrix -MS , Weight: 237 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-16 REACTIONS. (size) 2=0-8-0, 18=0-8-0, 23=0-7-4 Max Horz 2=453(LC 12) Max Uplift 2=-347(LC 12), 18=-1168(LC 12), 23=-554(LC 12) Max Grav 2=359(LC 21), 18=1621(LC 1), 23=1023(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-410/560, 3-4=-403/703, 4-6=-11121677, 6-7=-1158/835, 7-8=1159/837, 8-9=-1 581/1070, 9-1 0=-476/347,12-19=-633/914, 11-19=633/914 BOT CHORD 2-18=-914/393, 17-18=-347/134, 16-17=-679/971, 14-16=1044/1592, 13-14=793/1138, 12-13=-297/449 WEBS 3-18=-728/1016, 4-18=-1430/944, 7-16=-260/545, 8-14=328/341, 9-14=-392/657, 9-13=-983/715, 10-13=-445/834, 6-17=380/380, 4-17=822/1378, 8-16=713/480, 10-12=-957/616, 11-23=-1037/715 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.Dpsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) 22-4-0 to 26-3-15, Interior(1) 26-3-15 to 37-8-0, Exterior(2E) 37-8-0 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=347, 18=1168, 23=554. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 15,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI rEK REFERENCE PAGE Mll-7473 rcv. 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 ANS11TPI1 Qualify 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 RYAN PRUSSING T23571139 77427 G HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:31 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-hKOFH5W7msLOkmzIQ6L5KVmXeXigrgJBefugiozQsGg -1-6-0 4-10-0 9-0-0 0-0. 12-8-0 19-8-0 26-B-0 31-2-0 35-8-0 40-0-0 1.6-0 4-10.0 4-2-0 -0- 2-8-0 7.0-0 7-0-0 4-6-0 4-6-0 4.4-0 3x4 = 5x8 = 4x6 = 4x5 = 3x6 = 5.00 12 4 5 6 P9 3x4 I I 3x4 = 5x8 = 30 9 31 10 32 11 I 9x� 3x6 11 4x5 = 3x4 II 5x8 = 3x4 = 3x6 II Sx8 3x6 2.58 12 5x8 = Scale = 1:71.1 10-4-0 9-1$ 10-0.Q , 12-8-0 19$-0 26-8-0 31-2-0 35-6-0 40-0-0 9-1-8 .10 2-0-0 7-0-0 7-0-0 4$-0 4$-0 4-40 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 0.36 BC 0.71 WB 0.69 Matrix -MS DEFL. in floc) I/defl L/d Vert(LL) 0.34 23-26 >366 240 Vert(CT) -0.31 17-18 >999 240 Horz(CT) -0.07 21 n/a n/a PLATES GRIP MT20 244/190 Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins, BOT CHORD 2x4 SP M 30 'Except* except end verticals. 5-21: 2x6 SP No.2, 6-20,9-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-18 REACTIONS. (size) 2=0-8-0, 21=0-8-0, 13=Mechanical Max Horz 2=237(LC 12) Max Uplift 2=-423(LC 12). 21=1118(LC 12), 13=-563(LC 12) Max Grav 2=321(LC 21), 21=1666(LC 1), 13=1051(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-318/1024, 3-4=-96/563, 4-5=-370/684, 5-6=-329/268, 6-7=-2072/1263, 7-9=-2430/1538, 9-10=-2375/1503, 10-11=-1680/1129, 11-12=-1157/751, 12-13=-1010/691 BOT CHORD 2-23=-1143/308, 22-23=-517/112, 21-22=-1709/1490, 5-22=-1228/770, 20-21=-373/272, 19-20=-999/647, 6-19=-938/665, 18-19=-191/415, 17-18=1144/2072, 9-17=310/277, 14-15=-616/1013 WEBS 3-23=-695/1068, 4-23=-694/274, 5-20=789/1271, 6-18=1075/1822, 7-18=565/480, 7-17=-304/406, 15-17=-870/1486, 10-17=-465/829, 10-15=-723/506, 11-14=-378/311. 12-14=-664/1101, 11-15=-520/900, 4-22=-517/974 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2R) 9-0-0 This item has been to 14-7-14, Interior(1) 14-7-14 to 35-8-0, Exterior(2E) 35-8-0 to 39-10-4 zone; porch left exposed;C-C for members and forces & electronically signed and MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, 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. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 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 Cert 6834 2=423, 21=1118, 13=563. 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with 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 t 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/TP/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 Clty Ply RYAN PRUSSING T23571140 77427 G1 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, • 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:32 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-9XydVRXIXATFMvYU_psKsiJf2w5TaGULtJeNFFzQsGf 11-0-0 -1-6-0, 5-8-0 9-11-14 10-8�1, 18-10-0 26-0-0 33-6-0 40-0-0 1E-0 43-13 7-10-0 7-10-0 7-0-0 0-3-15 Scale = 1:71.1 5.00 12 5x6 = 3x8 = 3x6 = 3x4 11 5x8 = 3x5 II 4 5 24 25 6 7 26 8 27 28 9 1 30 I 1N 31 6x8 = 13 12 11 3x4 II 3x6 11 3x6 2.58 12 5x8 = 3x4 I I 4x8 = Sx12 = 11-0-0 10-8-1 9-11-14 -26-8.0 30-0 -14 0-4-1 710-0 7-10-0 I "4-11 0-3-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.44 19-22 >271 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Bc 0.65 Vert(CT) -0.34 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 `Except' 5-74 oc bracing: 2-19 4-19: 2x6 SP No.2 7-1-9 oc bracing: 14-15. WEBS 1 Row at midpt 15-18, 6-18 REACTIONS. (size) 2=0-8-0, 19=0-8-0, 11=Mechanical Max Horz 2=245(LC 12) Max Uplift 2=-489(LC 12), 19=1009(LC 12), 11=595(LC 12) Max Grav 2=499(LC 1), 19=1421(LC 1), 11=1133(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-932/956, 3-4=677/297, 4-5=-1017/524, 5-6=-745/400, 6-8=2208/1395, 8-9=-2181/1387, 9-10=-1409/858, 10-11=-1078/718 BOT CHORD 2-19=-1063/867, 18-19=-220/721, 14-15=-1065/2005, 8-14=-415/391 WEBS 3-19=-354/899, 6-14=-255/256, 12-14=599/1058, 9-14=596/1090, 9-12=358/325. 10-12=-674/1243, 5-18=-238/746, 15-18=-1064/2000, 6-18=-1408/935, 4-19=-1030/493 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) arid C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 11-0-0, Exterior(2R) 11-0-0 to 16-7-14, Interior(1) 16-7-14 to 33-8-0, Exterior(21R) 33-8-0 to 39-3-14, Interior(1) 39-3-14 to 39-10-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2 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 Gt=lb) 2=489, 19=1009, 11=595. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cett6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 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 Not building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYANPRUSSING T23571141 77427 G2 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:33 2021 Page 1 ID:ZgiyV8Skd41 E8Zpzzhi2jHzR7Xy-djVV?inYNIUb6z37hXXNZPwssEKR?JjGU6zNxnhzQsGe -1-6-0 5-8-0 9-11-14 1 - 1 13 012 19-11.12 26.8.0 31.8.0 35.8 4 40-0.0 1.:a 4-3-13 8- 2-3-15 6-11-12 6-8-4 5-0-0 4-0.4 4-3-12 5x8 = 6 27 28 7 3x6 = 4x5 = 5x8 = 8 29 30 9 31 10 Scale = 1:70.8 5x8 = 3x10 = 15 14 13 5x12 = 4x8 = 6x8 = 3x6 � 2.58 12 10-8.1 9-11-14 1¢¢q 13-0-0 19-11-12 26-M 31-8-0 40-0-0 9-11-14 0-0 2 2-3-15 6-11-12 6-8-0 5-0-0 Plate Offsets (X,Y)— [2:0-3-1,0-1-81, [6:0-5-12,0-2-81, [10:0-5-12,0-2-81, [20:0-6-4,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.43 21-24 >281 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.37 21-24 >325 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.03 13 RIB n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-19,9-15: 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 6-17. 9-17 4-21: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except (jt=length) 13=Mechanical. (lb) - Max Horz 2=268(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=411(LC 12). 21=-700(LC 12). 20=-427(LC 12), 13=557(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=344(LC 21), 21=488(LC 21), 20=1211(LC 18), 13=1041(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-308/613, 3-4=-302/661, 4-5=-200/535, 5-6=-192/585, 6-7=-1335/963, 7-9=-1335/963, 9-10=-1545/1111, 10-11=-1275/875 BOT CHORD 2-21=-744/295, 20-21=-474/362, 17-18=-104/297, 16-17=-906/1561, 13-14=-627/965 WEBS 3-21=-722/986, 18-20=-127/383, 6-20=1314/798, 6-17=-776/1274, 7-17=-408/395, 9-17=-290/213, 14-16=-549/1052, 10-16=-375/607, 11-14=-67/301, 11-13=1245/837, 4-21=-284/182 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2R) 13-0-0 to 18-7-14, Interior(1) 18-7-14 to 31-8-0, Exterior(2R) 31-8-0 to 37-3-14, Interior(1) 37-3-14 to 39-10-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 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 411 lb uplift at joint 2, 700 lb uplift at joint 21, 427 lb uplift at joint 20 and 557lb uplift at joint 13. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Not 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. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply RYANPRUSSING T23571142 77427 G3 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:34 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-5v4Ow7Y73njzbDit5Euoy7019knO27ceLd7UJ7zQsGd 5-e-0 9-11-1a 10-a,1 15.0•1 zz•4-o , zs-e-o_ 3a-e-a aao-o 1-6.0 5.8-6 4-3-13 9- 4-3-15 7-4.0 7-4-0 5.0.4 5-3.12 5.00 12 5x8 = 5x8 = r 26 a 27 9 18 17 16 — 14 13 12 5x8 = 3x8 = 3x6 = 3x6 II 3x6 2.58 12 Scale = 1:72.3 10-8-1 9-11-14 144.4 15-0-0 22-0.0 29.8-0 34-8-4 40-0-0 9-11-14 0-0 2 4-3-15 7-4-0 7-0-0 5-0-0 5-3-12 Plate Offsets (X,Y)—12:0-3-1,0-1-81,[7:0-5-12,0-2-81,[9:0-5-12,0-2-81,[19:0-5-12,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.41 20-23 >294 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.37 20-23 >327 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 5-20: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except (jt=length) 12=Mechanical. (lb) - Max Horz 2=299(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=435(1_C 12), 20=-715(LC 12), 19=-379(LC 12), 12=566(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=411(LC 23). 20=623(LC 23). 19=1298(LC 17), 12=1276(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-548/713, 3-5=1801431, 5-6=-101/342, 6-7=-36/359, 7-8=-1412/934, 8-9=-1412/934, 9-10=-1518/900, 10-11=-1482/806, 11-12=-1187/691 BOT CHORD 2-20=-829/549, 19-20=-280/296, 6-19=150/261, 16-17=268/662, 14-16=619/1318, 13-14=-684/1319 WEBS 3-20=-690/938, 17-19=-303/753, 7-19=1245/653, 7-16=-531/966, 8-16=-459/434, 9-14=-19/263, 10-13=-330/297, 11-13=707/1360 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exterior(2R) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-3-14, Interior(1) 35-3-14 to 39-10-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2, 715 lb uplift at joint 20, 379 lb uplift at joint 19 and 566 lb uplift at joint 12. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verily 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 ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply RYAN PRUSSING T23571143 1 77427 G4 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:35 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-Z6em7SZeg5rgDNH3fxP 1 ULx5687xncsnZHsl rzzOsGc -1-6-0 5-4-11 9-11-14 17-0-0 22-4-0 27-8-0 31-10-13 36-1-10 39-11-3 1-6-0 5-0-11 4-7-2 7-0-2 5-4-0 5-4-0 4-2-13 4-2-13 3-9-9 5.00 12 3x8 :r- 2.58 F12 9-11-1 LOADING (psf) SPACING- 2-0-0 TOLL 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 FBC2020fTP12014 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 OTHERS 2x8 SP 240OF 2.0E Scale = 1:74.4 5x6 = 3x8 = 5x6 = 6 26 7 27 28 8 3x4 II CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TIC 0.84 Vert(LL) 0.4518-22 >266 240 MT20 244/190 BC 0.50 Vert(CT) -0.38 18-22 >319 240 WB 0.79 Horz(CT) 0.03 23 n/a n/a Matrix -MS Weight: 214 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 18=0-8-0, 23=0-7-4 Max Harz 2=330(LC 12) Max Uplift 2=-384(LC 12), 18=-1138(LC 12), 23=546(LC 12) Max Grav 2=348(LC 21), 18=1631(LC 1). 23=1021(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-338/566, 3-5=-324/660, 5-6=-1158/807, 6-7=-1000/813, 7-8=1459/1131, 8-9=-1619/1158, 9-10=-2264/1457, 10-11=-1974/1236 BOT CHORD 2-18=-787/324,17-18=-368/186,16-17=-906/1426,14-16=-906/1426,13-14=-1212/1767, 12-13=-224/329 WEBS 3-18=-681/942, 5-18=-1408/998, 5-17=796/1384, 7-17=-639/444, 8-14=-199/403, 9-14=-436/410, 9-13=-138/421, 10-13=1032/707, 11-13=1156/1878, 11-23=1235/804 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 17-0-0, Exterior(2R) 17-0-0 to 20-11-15, Interior(1) 20-11-15 to 27-8-0, Exterior(2R) 27-8-0 to 31-10-13, Interior(1) 31-10-13 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 lb uplift at joint 2, 1138 lb uplift at joint 18 and 546 lb uplift at joint 23. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 �— WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall HT�• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply RYAN PRUSSING T23571144 77427 GS ROOF SPECIAL 1 1 Job Reference o tional i.nauwers i ivas, run riurce, rL -, VOZ, 0 .4JU s Mar ZZ zuzi mi I eK Industries, Inc. VVe0 Apr 14 Ut1:ZJ:Jt ZUZ1 rage 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-WUmVVY8buMi5XShRSmMRVZmOWJxk9FUb41 bL8wSzQsGa i-1.6-0, 5-4-11 9.11.14 12-8-0 19.0.0 25-&0 31-&0 34.1-10 , 39-11-3 ' 1-6-0 ' 14.11 ' 4-7-2 ' 2-&2 ' 6-4-0 6-9-0 6-0.0 2-5-10 5-9-9 Scale = 1:74.4 5.00 12 5x6 = 5x8 = 7 29 30 8 5x6 3x6 � 28 31 5x6 6x8 = 4x8 6 9 5 5x6 = 5x14 = 4 10 11 c5 3x4 = 1 3t12 = 18 17 16 M 8HS — 26 N o 27 3x6 = 5x8 = c' 2 21 20 5x8 = 14 13 12 14 1 Sx10 = 3x4 II 3x4 II 6x8 = 3x4 II 32 3x6: 2.58 F12 9-11-14 14-0-0 12-8-0 19-0-0 25-9-0 31-8-0 , 34-1-10 39-11.3 9-11-14 0.4 2 2-0-0 6-0-0 E.; 6-0-0 2-5-10 5-9-9 Plate Offsets (X,Y)—[2:0-3-0,0-1-11,[7:0-3-0,0-2-41,[8:0-5-12,0-2-8],[11:0-3-12 0-3-0] [15:0-7-8 0-4-12][16:0-3-8,0-2-8],[21:0-7-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.34 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.64 15-16 >554 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.20 26 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.46 15-16 >766 240 Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, BOT CHORD 2x4 SP M 30 "Except" except end verticals. 6-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-16 4-21: 2x6 SP No.2, 10-15: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 21=0-8-0, 26=0-7-4 Max Horz 2=375(LC 12) Max Uplift 2=-268(LC 12). 21=1288(1_C 12), 26=513(LC 12) Max Grav 2=203(LC 21). 21=1882(LC 1), 26=957(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-76/804, 34=1071/1544, 4-6=-194/264, 6-7=-1413/992, 7-8=-1249/992, 8-9=-189611339, 9-10=-4894/3303, 10-11=-173611130 BOT CHORD 2-21=-914/0, 6-19=-1098/861, 16-18=1101/1732, 15-16=3207/4695, 9-15=986/1626 WEBS 3-21=-857/1102, 4-21=-798/514, 19-21 =-I 661/1072, 4-19=-733/1098, 6-18=855/1306, 7-18=-17/311, 8-18=-634/424, 8-16=-331/645, 9-16=-3054/2167, 10-13=-2307/1585, 11-13=-1085/1669, 10-15=1804/2624, 13-15=1522/2359, 11-26=1015/656 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.Dpsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 19-0-0, Exterior(2R) 19-0-0 to 22-11-15, Interior(1) 22-11-15 to 25-8-0, Exterior(2R) 25-8-0 to 29-7-15, Interior(1) 29-7-15 to 39-2-3 zone; porch left This item has been exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed b Velez, Joaquin, PE y oa Q to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. document are not Considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. on any electronic copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 2, 1288 lb uplift at Joaquin Velez PE No.68182 joint 21 and 513 lb uplift at joint 26. MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED NIITEK 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 INV 1• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Type Qty Ply RYAN PRUSSING rROOsF T23571145 77427 G6 SPECIAL 1 1 Job Reference o tional i.naura/ma nu , r�i r rice , a-fo , o.gou 5lwar z1 zuz I ivii I eK InuUslrles, Inc. vveo Apr lq uo:zJ:Jd zuz1 rage 7 ID:ZglyV8Skd41E8Zpzzhi2jHzR7Xy-_hJulUbW7ODO4g7eK4zk6zZfUL4r xADFF5iSuzQsGZ -1-6-0 5-4-11 9-11-14 12.8-D 16-10-0 21-0-0 23.8.0 31-8-0 32 1 10 39-11-3 1-6-0 5-4-11 4-7-2 2-8-2 4.2-0 4-2.0 2-8-0 8.0.0 0- 0 7.9-9 Scale = 1:74.4 5x8 = 5.00 12 5x8 = 8 928 4x5 3x4 II 7 29 6x8 = 3x6 � 5x6 = 7x14 = 4x8 � 5 6 10 11 4 3x4 = $ 15 3r8 = 18 17 16 5x12 MT18HS = 26c'v27 I-, 3x6 = 7x8 = 2 21 20 3x4 = 1413 12 A yI1 5x10 = 3x4 II 4x6 = d 30 3x4 II 3x6 2.58 12 9-11.14 144-0 12-6-0 21.0-0 23-8-0 31-B-0 32r1�10 39-11-3 9-11-14 0-012 2-0-0 I 6-0-0 2-8-0 ill; 0- 0 7-9-9 Plate Offsets (X,Y)— [2:0-3-0,0-1-1], [8:0-5-12,0-2-8], [9:0-5-0,0-2-4], [11:0-3-12,Edge], [15:0-8-0,0-2-12], [18:0-2-0,0-1-8] [19:0-2-12,Ed e], [21:0-7-4 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.44 14 >805 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 Be 0.80 Vert(CT) -0.81 15-16 >438 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.24 26 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Wind(LL) 0.61 14 >583 240 Weight: 233 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-15 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-16, 11-15 4-21: 2x6 SP No.2, 10-16,11-15: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 21=0-8-0, 26=0-7-4 Max Horz 2=420(LC 12) Max Uplift 2=-225(LC 12), 21=1337(LC 12), 26=-503(LC 12) Max Grav 2=187(LC 21),-21=1956(LC 1), 26=949(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-209/1022, 3-4=-1207/1776, 4-6=-421/636, 6-7=-332/595, 7-8=-12761944, 8-9=-1335/1037, 9-1 0=-1 521/1026, 10-11=-4133/2645 BOTCHORD 2-21 =-1 129/0, 17-19=-755/957, 16-17=729/1130, 15-16=2823/4384 WEBS 3-21=-879/1107, 4-21=-835/549, 19-21 =-1 889/1123, 4-19=-634/998, 7-19=1777/1260, 7-17=-31/328, 8-16=-360/516, 9-16=24/314, 10-16=-3089/2052, 11-15=-2565/3988, 10-15=-535/487, 11-26=-978/602 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 21-0-0, Exterior(2E) 21-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 27-7-15, Interior(1) 27-7-15 to 39-2-3 zone; porch left exposed;C-C for members and forces This item has been & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically Signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. Digital Signature. 4) Provide adequate drainage to prevent water ponding. using a 5) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. signature must be verified 8) Bearing at joint(s) 2, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2, 1337 lb uplift at Joaquin Velez PE No.68182 joint 21 and 503 lb uplift at joint 26. M[Tek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Ir11TEK 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 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 Criteda, 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 RYAN PRUSSING fQty—T T23571146 77427 G7 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:39 2021 Page 1 ID:ZglyV8Skd41 E87-pzzhi2jHzR7Xy-SttHzgc8uKLFh_aqunUzeB6gWIRVjNmNUvgF_LzQsGY ,-1-6-01 1 9-11-14 12.8.0 17.6-0 22-4-0 30.1-10 ,31.8.0, 38.8-0 3,9-11-3 1-6.0 5-4.11 47-2 2-8-2 4-1. 4-10-0 7-9-10 1-6-6 7.0-0 1-13 Scale = 1:78.9 5x6 = 5.00 12 8 4x5 3x4 II 29 30 4x5 6x8 = 5x12 MT18HS = 3x6 i:r- 7 5x6 = 5x12 = 9 10 12 4x8 5 6 1 4 ww 3x4 = 1 d I q 3 91e 19 18 17 = 5x10 — 27 A I� v 28 3x6 = 3x4 0 d 1 2 22 21 3x8 = 15 1 1413 A 5x10 = 3x4 11 3x4 11 4x4 11 33 3x4 = 3x6 2.58 F12 12-8-0 9-11-14 10r4-0 224-0 30-1-10 i31-8-0, 38-8-0 39-11-3 9-11.14 0-4-2 2.4-0 9-&0 75110 1-6-6 7-0-0 1-33 Plate Offsets (X,Y)— [2:0-3-0,0-1-1], [11:0-9-12,0-2-8], [12:0-6-12,Edge], [13:Edge,0-3-8], [16:0-6-8,0-2-8], [20:0-2-12,Edge], [22:0-7-4,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.42 22-26 >285 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.46 18-20 >779 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.15 27 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 236 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-2 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-18, 11-16 4-22: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 22=0-8-0, 27=0-7-4 Max Horz 2=453(LC 12) Max Uplift 2=-257(LC 12), 22=-1289(LC 12), 27=523(LC 12) Max Grav 2=243(LC 21), 22=1839(LC 1). 27=968(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-36/689, 3-4=-951/1440, 5-7=-279/125, 7-8=-1378/951, 8-9=1411/942, 9-10=-2976/1946, 10-11=-2722/1840, 11-12=-537/324, 13-23=-268/227, 12-23=-268/227 BOT CHORD 2-22=-797/0, 18-20=-877/1200, 17-18=195112997, 16-17=-1808/2724, 10-16=-588/419, 13-14=-177/260 WEBS 3-22=-838/1082, 4-22=-936/608, 20-22=-1405/797, 4-20=-736/1166, 7-20=1293/914, 8-18=-348/681, 9-18=-1830/1239, 9-17--290/320, 10-17=288/431, 11-16=1736/2578, 11-14=-200/342, 12-27=-997/686 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) This item has been 22-4-0 to 26-3-15, Interior(1) 26-3-15 to 38-8-0, Exterior(2E) 38-8-0 to 39-2-3 zone; porch left exposed;C-C for members and forces electronically signed and & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, 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. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 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. 8) Bearing at joint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2, 1289 ib uplift at MiTek USA, Inc. FL Cert 6834 joint 22 and 523 lb uplift at joint 27. 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Id11-7473 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 INV t 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 RYAN PRUSSING T23571147 77427 G8 ROOF SPECIAL 1 1 Job Reference o tional unamoers truss, ron t-terce, rL - ogaaz, e.gou s mar zz zuz-i tvu I eK inausmes, Inc. vvea mpr vi ua:zs:q i zuz i rage I ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-OG?10WeOPxbzxlkD?CWRkcBBOZ9YBHBgyCJM3DzQsGW -1-6-0 5-4-11 9-11-14 12-8-0 17-6-0 22-4-0 28-1-10 31-8-0 36.8-0 39.11-3 1-6-0 5-4-11 4-7-2 2-8-2 4-10-0 4-10-0 5.9.10 3.6-6 5.0.0 Scale = 1:76.1 5x6 = 5.00 12 8 4x5 r>5x6 = 3x4 II 29 4x5 = 5x8 = 6x8 = 3x6 7 10 4x10 = 6 3 32 12 4x8 5 4 3x4 = 1 W d h 3 �jc8 = 19 18 17 Sx 27 Ao N 28 3x6 =3x8 = 3x4 = o 2 22 21 15 d 14 13 A 1 5x10 = 3x4 I I 3x4 11 3x4 = 45 = 33 3x6 -Z: 2.58 F12 9-11.14 tOr4-012-8-0 17-6-0 20-4-13 i 22-4-0 , 28-1-10 31•a-0 368-0 39-11-3 9-11-14 0.4 2 2-0-0 4.10-0 2-10.13 1-11-3 5-9.10 3.6E3-3-3 Plate Offsets (X,Y)-- [2:0-3-0,0-1-11, [11:0-5-12,0-2-81, [12:0-6-12,Edge), [16:0-5-12,0-2-8[, 120:0-2-12,Edge[, [22:0-7-4,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) 0.42 22-26 >286 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.45 18-20 >784 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.12 27 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 243 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-22: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.OE REACTIONS. (size) 2=0-8-0, 22=0-8-0, 27=0-7-4 Max Horz 2=453(LC 12) Max Uplift 2=-279(LC 12), 22=1259(LC 12), 27=-531(LC 12) Max Grav 2=264(LC 21), 22=1787(LC 1), 27=982(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/554, 3-4=-830/1291, 4-5=-348/197, 5-7=493/309, 7-8=-1414/986, 8-9=-14191994, 9-10=-2312/1594, 10-11=-1985/1408, 13-23=-575/868, 12-23=-575/868 BOT CHORD 2-22=-706/8, 18-20=-952/1293, 17-18=1545/2323, 16-17=-1346/1997, 10-16=-504/418, 13-14=-377/556 WEBS 3-22=-817/1069, 4-22=-991/651, 20-22=-1177/658, 4-20=-800/1249, 10-17=-296/410. 14-16=-389/567, 11-16=-1136/1666, 11-13=-933/632, 8-18=-440/751, 9-18=1194/852, 7-20=-1074/787, 12-27=-994/677 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) This item has been 22-4-0 to 26-3-15, Interior(l) 26-3-15 to 36-8-0, Exterior(2E) 36-8-0 to 39-2-3 zone; porch left exposed;C-C for members and forces electronically signed and & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, 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. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. signature must be verified 7) Bearing at joint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. On any electronic Copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 2, 1259 lb uplift at Joaquin Velez PE No.68182 joint 22 and 531 lb uplift at joint 27. MITek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not 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 ANSUTPN Quality Criteria, DSB-89 and BCSI Buffeting Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply RYAN PRUSSING rG9 T23571148 77427 ROOF SPECIAL 1 1 Job Reference (optional) ui iamuar s r Fuss. roi r riefuu, rL - oyaoc, 6.430 s Mar 22 202i MITeK Industries, Inc. Wed Apr 14 08:23:42 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sSZPbsfl AFjgYSJPZwl gGpkL1 yWZwkjpAs3vbfzQsGV 5-4-11 9.11-14 12-8-0 17.6-0 22-4-0 26.1-10 31.8-0 34-8-0 39.11-3 1.6.0 5-4-11 4.7-2 2-8-2 4-10.0 4.10.0 3-9-10 5.6-6 3-0-0 5-3-3 Scale = 1:76.1 5x6 = 5.00 12 8 5x6 = 4x5 = 5x8 = 4x5 3x4 II 29 9 10 6x8 = 3x6 7 4x10 = 12 31 4x8 � 5 6 4 3x4 = d 1 y o 3 918 = 19 18 17 27 9 3x8 = 3x4 = N 28 3x6 = - d 2 22 21 15 14 13 A 1 5x10 = 3x4 11 3x4 11 3x4 = 4x5 = 32 3x6 _ 2.58 F12 i 9-11-14 104012-&0 17E-0 1914 22.4-0 26-1-10 31-BA 34-8-0 39-11-3 9-11-14 On4 2 2-0-0 4-1. 1-10.13 2-11-3 3-9-10 SE-6 3-0-0 5-3-3 Plate Offsets (X,Y)— [2:0-3-0,0-1-1], [11:0-5-12,0-2-81, [12:0-6-12 Edge], [16:0-6-0,0-2-8] [20:0-2-12,Edge] [22:0-7-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.42 22-26 >286 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.45 18-20 >785 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.11 27 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-22: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 22=0-8-0, 27=0-7-4 Max Horz 2=453(LC 12) Max Uplift 2=-286(LC 12). 22=1249(LC 12), 27=-533(LC 12) Max Grav 2=271(LC 21). 22=1769(LC 1), 27=986(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-27/521, 3-4=793/1246, 4-5=-443/266, 5-7=-584/375, 7-8=1424/1006, 8-9=-1406/1034, 9-1 0=-1 87011357, 10-11=-1577/1180, 13-23=-486/796, 12-23=-486/796 BOT CHORD 2-22=-671/38, 18-20=-986/1325, 17-18=-1256/1876, 16-17=-1090/1605, 10-16=-445/405, 13-14=-485/727 WEBS 3-22=-810/1065, 4-22=-1015/670, 20-22=-1103/601, 4-20=-826/1286, 8-18=-521/824, 10-1 7=-1 94/322, 14-16=-572/885, 11-16=-972/1400, 11-14=-473/396, 11-13=-944/623, 9-18=-862/640, 7-20=-1004/753, 12-27=-1001/676 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=16ft; B=45ft; L=40ft; eave=5ft; Cat II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2E) This item has been 22-4-0 to 26-1-10, Interior(1) 26-1-10 to 34-8-0, Exterior(2R) 34-8-0 to 38-7-15, Interior(1) 38-7-15 to 39-2-3 zone; porch left electronically signed and exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Digital Signature. to the use of this truss component. using a 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. On any electronic Copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 2, 1249 lb uplift at Joaquin Velez PE No.68182 joint 22 and 533 lb uplift at joint 27. MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK 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 vedfy the applicability of design parameters and properly incorporate this design into the overall Z• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MfiTBk� 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/rPl1 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 Qly Ply RYAN PRUSSING T23571149 77427 G9A ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:43 2021 Page 1 ID:ZglyV8Skd41 E87pzzhi2jHzR7Xy-Ke7npBffxYrhAcuc7dYvpl GUaMr9fDGyPWoT76zQsGU 1 6-0 5 44 9-11-14 16-1-15 22-4-0 27-3-2 31-6-5 35-9-8 39-11-3 1 6 0 54 4 4-7-10 6-2-1 6.2-1 4-11-2 4-3 3 4-3-3 4-1-11 3x8 2.58 12 5.00 12 5x6 = 25 5x6 = Scale = 1:76.1 6x8 = 4x10 = 11 rh 22 1 12 c5 IN 4x5 = 1 9-11-14 10 4 0 18-7 8 27-3-2 35 9-8 39-11-3 9-11-14 0-4-2 8.3 8 8-7-10 8W 4-1-11 Plate Offsets (X,Y)— [2:0-0-9,Edgej, [10:0-3-0,0-2-4), [11:0-6-12,Edgej, [17:0-7-4,0-3-0I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.45 17-21 >266 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.37 17-21 >326 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.06 22 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. 4-17: 2x6 SP No.2 WEBS 1 Row at midpt 6-17 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 17=0-8-0, 22=0-7-4 Max Horz 2=453(LC 12) Max Uplift 2=-372(LC 12). 17=1134(LC 12), 22=562(LC 12) Max Grav 2=408(LC 23), 17=1771(LC 17), 22=1194(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-572/676, 34=287/459, 4-6=-122/384, 6-7=-1433/879, 7-8=1896/1212, 8-9=-1691/1043, 9-10=-837/552, 12-18=-574/1029, 11-18=-574/1029 BOT CHORD 2-17=-1036/573, 16-17=-759/1274, 14-16=-681/1211, 13-14=-828/1338, 12-13=-461/794 WEBS 3-17=-696/1006, 4-17=370/315, 6-17=1870/987, 6-16=11/275, 7-16=-38/291, 7-14=-551/1038, 8-14=-935/696, 9-14=252/578, 9-13=-863/579,10-13=-400/917, 10-12=-1181/669, 11-22=-1210/720 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R) 22-4-0 to 26-3-15, Interior(1) 26-3-15 to 35-9-8, Extedor(2E) 35-9-8 to 39-2-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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 Velez, Joaquin, 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. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Bearing at joint(s) 2, 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 lb uplift at joint 2, 1134 lb uplift at joint 17 and 562lb uplift at joint 22. On any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19f2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall my�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 RYANPRUSSING T23571150 77427 GRA Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:44 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-ogh90XgHiszYolTohK38LEphimAyOgl6eAYOgYzQsGT 1 6-0 3-9-14 7-0-0 10-8-0 14 4-0 17 6-2 21 4-0 22-10-0 ' 1.6-0 ' 3-9-14 ' 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 1-6-0 4x8 = Scale = 1:39.6 2x3 11 4x8 = 3x5 = 24 11 4x6 = 2x3 II 3x5 = 3x8 = 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 FBC2020rrP12014 CSI. TC 0.59 BC 0.63 WB 0.23 Matrix -MS DEFL. in (loc) Udefl L/d Vert(LL) 0.20 9 >999 240 Vert(CT) -0.25 9 >999 240 Horz(CT) 0.08 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-111(LC 6) Max Uplift 2=-1094(LC 8), 6=1094(LC 8) Max Grav 2=1641(LC 1), 6=1641(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3439/2176, 3-4=-3497/2315, 4-5=-3497/2315, 5-6=-3439/2176 BOT CHORD 2-11=-1855/3112, 9-11=-1866/3138, 8-9=-1866/3138, 6-8=-1855/3112 WEBS 3-11=-217/608, 3-9=-406/564, 4-9=450/412, 5-9=-407/564, 5-8=217/608 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=16ft; 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 1094 lb uplift at joint 2 and 1094 lb uplift This item has been at joint 6. electronically signed and 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 320 lb up at sealed by Velez, Joaquin, PE 7-0-0. 138 lb down and 167 lb up at 9-0-12, 138 lb down and 167 lb up at 10-8-0, and 138 lb down and 167 lb up at 12-3-4, and using a Digital Signature. 206 lb down and 320 lb up at 14-4-0 on top chord, and 351 lb down and 254 lb up at 7-0-0, 85 lb down and 27 lb up at 9-0-12, 85 lb down and 27 lb up at 10-8-0, and 85 lb down and 27 lb up at 12-3-4, and 351 lb down and 254 lb up at 14-3-4 on bottom chord. Printed Copies Of this The design/selection of such connection device(s) is the responsibility of others, document are not Considered 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Signed and sealed and the 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) Joaquin Velez PE No.68182 Vert: 1-3=54, 3-5=54, 5-7=54, 12-15=-20 MiTek USA, Inc. FL Cart 6834 Concentrated Loads (lb) 6994 Parke East Blvd. Tampa FL 33610 Vert: 3=-158(F) 5=-158(F) 11=-351(F) 9=-65(F) 4=-109(F) 8=-351(F) 18=-109(F) 19=-109(F) 20=-65(F) 21=-65(F) Date: April 15,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Id11-7473 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 ANSI1TPl1 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 RYAN PRUSSING T23571151 77427 GRB ROOF SPECIAL GIRDER 1 q J Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:46 2021 Page 1 ID:ZglyVBSkd41 EBZpzzhi2jHzR7Xy-IDowRDiXETDG13dAol6cRfuOXamvsdAP5U17kRzOsGR -1 6 O 2-8.0 5-0-0 7-0-0 10-8-0 12-8-0 14-0-0 16-5-11 20-5-0 1-6-0 2-8-0 2-4-0 2-0-0 3-8-0 2-0-0 1-4-0 2-5-11 3-11-5 6x8 = 8x10 = TH028-2 HUS26 10 HUS26 V 4x8 = 5x14 = HUS26 3x4 If Bx10 = HUS26 HUS26 12-8-0 Scale = 1:36.5 IaIC 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 0.70 BC 0.92 WB 0.62 Matrix -MS DEFL. in Vert(LL) -0.16 Vert(CT) -0.29 Horz(CT) 0.16 Wind(LL) 0.22 (loc) I/deft Ud 13 >999 360 13 >816 240 7 n/a n/a 13 >999 240 PLATES GRIP MT20 244/190 Weight: 469 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-11: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' 4-12,8-11,5-9: 2x4 SP M 30 REACTIONS. (size) 1=0-8-0, 7=Mechanical Max Horz 1=129(LC 7) Max Uplift 1=-3241(LC 8). 7=4251(LC 8) Max Gram 1=5654(LC 1), 7=7631(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2136/1253, 2-3=-17879/10274, 3-4=-12564/7135, 4-5=-12488/7099, 5-6=-16291/9141,6-7=-14313/8000 BOT CHORD 2-13=-9500/16681, 12-13=9500/16681, 11-12=8479/15308, 8-9=388/697, 7-8=-7245/13044 WEBS 3-13=-2557/4352, 3-12=-5646/3424, 4-12=-484518595, 5-12=-4221/2339, 8-11=-7116/12812, 6-11 =-1 197/2201, 6-8=-1382/823, 9-11=-411/834, 5-11=-2130/3965 NOTES- 1) 3-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 12-3 2x4 - 1 row at 0-9-0 oc, member 124 2x4 - 1 row at 0-9-0 oc, member 12-5 2x4 - 1 row at 0-9-0 oc, member 8-11 2x4 - 1 row at 0-9-0 oc, member 11-6 2x4 - 1 row at 0-9-0 oc, This item has been member 6-8 2x4 - 1 row at 0-9-0 oc, member 5-9 2x4 - 1 row at 0-9-0 oc. electronically signed and 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 sealed by Velez, Joaquin, PE ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced loads been for design. Using a Digital Signature. 3) roof live have considered this 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. Printed copies of this II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signed and sealed and the to the use of this truss component. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide on any electronic copies. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 8) Refer to girder(s) for truss to truss connections. MiTek USA, Inc. FL Cart 8834 9) Bearing at joint(s) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. Date: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3241 Ito uplift at joint 1 and 4251 Ito April 15,2021 uplift at joint 7. ®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 Not 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 ANSUlPIf 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 RYAN PRUSSING T23571151 77427 GRB ROOF SPECIAL GIRDER 1 q J Job Reference o tional L;nambefs truss, Fort Pierce, I-L - 34962, 8,430 s Mar 22 2021 MITek Industries, Inc. Wed Apr 14 08:23:46 2021 Page 2 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-IDowRDiXETDG13dAol6cRfu0XamvsdAP5U17kRzQsGR NOTES- 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) Use USP THD28-2 (With 28-16d nails into Girder & 16-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to back face of bottom chord. 13) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) to back face of bottom chord. 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: 14=54, 4-7=54, 14-15=-20, 11-21=-20, 10-18=20 Concentrated Loads (lb) Vert: 13=-3050(B) 24=-1455(B) 25=-1466(B) 26=1455(B) 28=-1467(B) 29=-1453(B) 30=-1453(B) ®WARNING -Verity 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 property incorporate this design into the overall t 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 ANSUTPIi 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 RYANPRUSSING I T23571152 77427 GRC ROOF SPECIAL GIRDER 1 Job Reference o tional l;namoers I russ, ron Pierce, HL - 34ytr2, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:47 2021 Page 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-DPMIeZi97nM7fDBNMTdrztR9Nz8gb7RYK8mgGtzosGQ 2-8-0 6-3-0 8-2-0 9-10-0 10-M 12-9-2 16-4-0 2-8-0 3-7-0 1-11-0 1-M 0-8-0 2-3 2 3-6-14 5x6 = nua2o 10x10 = rlub2b HUS26 Scale = 1:27.0 4x6 = 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 0.82 BC 0.81 WB 0.94 Matrix -MS DEFL. in Vert(LL) -0.14 Vert(CT) -0.26 Horz(CT) 0.13 Wind(LL) 0.20 (loc) Well L/d 14 >999 360 14 >705 240 7 n/a n/a 14 >922 240 PLATES GRIP MT20 244/190 Weight: 326 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-11: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 8-11,5-9: 2x4 SP M 30 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=-102(LC 6) Max Uplift 1=-2198(LC 8), 7=3521(LC 8) Max Grav 1=3840(LC 1), 7=6290(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1435/856, 2-3=-1311317560, 3-4=-10863/6265, 4-5=-10800/6223, 5-6=14284/8111, 6-7=-12500/7042 BOT CHORD 2-13=-6943/12197, 12-13=-6943/12197, 11-12=7756/13840, 8-9=513/926, 7-8=-6481/11574 WEBS 8-11=-6244/11140, 6-11=-896/1580, 6-8=-1477/892, 3-13=-1525/2620, 9-11=-713/1344, 5-11=-2368/4352, 4-12=-4249/7394, 5-12=-4435/2464, 3-12=-2759/1667 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 1 row at 0-7-0 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. electronically Signed and 3) Unbalanced roof live loads have been considered for this design. Sealed by Velez,PE 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60 .Joaquin, using a Digital Signature. (directional); plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 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 be will fit between the bottom chord and any other members. Signature must Verified 8) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Joaquin Velez PE No.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2198 lb uplift at joint 1 and 3521 lb uplift MiTek USA, Inc. FL Cert 8834 at joint 7. 6904 Parke East Blvd. Tampa FL 33610 10) Use USP THD28-2 (With 28-16d nails into Girder & 16-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect Date: truss(es) to front face of bottom chord. April 15,2021 Continued on page 2 ®WARNING - Verily 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 lot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYANPRUSSING T23571152 77427 GRC ROOF SPECIAL GIRDER 1 q J Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:47 2021 Page 2 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-DPM IeZi9?nM7fDBNMTdrztR9Nz8gb?RYK8mgGtzQsGQ NOTES- 11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 15-0-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=54, 4-7=-54, 14-15=-20, 2-11=-20, 10-18=20 Concentrated Loads (lb) Vert: 20=-1460(F) 23=-3133(F) 24=-1449(F) 25=-1457(F) 26=-1455(F) ®WARNING - Veiify design parameters and READ NOTES ON THIS AND INCLUDED IATEK REFERENCE PAGE Mll-7473 rav 5/1912020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a � truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p qt 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 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 RYAN PRUSSING T23571153 77427 GIRD Roof Special Girder 1 Job Reference o tional Onamoers I russ, t-ort Pierce, I•L - s4VU2, 6.431) S mar 2z 2D21 MI I eK industries, Inc. lived Apr 14 D6:23:b3 ZU21 Page 1 ID:ZglyVBSkd41 EBZpzzhi2jHzR7Xy-2ZjZvcnwad6GN8fXijkFD8hE00As?jhRi4D_UXzQsGK 3-8-4 7-11 10.5-0 13-9-0 1711 21-3-0 25-7-5 29-11-11 34-4-0 37-0-4 40-0-0 3-8 4 3 4-12 3 4-0 3-9-0 3-9-0 4A-5 4 4-5 4.4-5 2-8� 2-11-12 Scale = 1:67.9 10MA im Nommim g. _�p '44is 45 46 50 51 52 53 59 "' 60 3x6 II 5x10 = 27 47 26 48 49 25 2154 55 20 56 57 19 58 18 6x8 = 7x14 MT18HS = 6x8 = 7x10 MT18HS = 5x14 — 3x8 7x14 MT18HS = 6x8 = 7x8 = = N A 3-8-4 7-1-0 10.5-0 13-9-0 17 6-0 21-3.0 25-7-5 29-11-11 34 4-0 37-0-4 40-0-0 3-8-4 3-4-12 3-4-0 3-4-0 3-9-0 3-9-0 4.4-5 4.4-5 4-4-5 2-8-4 2-11-12 Plate Offsets (X,Y)-- [5:0-4-O,Edge], [10:0-3-O,Edge], [17:0-2-4,0-2-12], [20:0-3-8,0-2-4], [22:0-10-8,0-4-8], [24:0-10-12,0-4-4], [28:0-7-8,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.73 22-23 >654 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.37 22-23 >347 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.21 15 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 1.10 22-23 >432 240 Weight: 492 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-12 cc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 22-24: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-10-7 cc bracing: 28-29 1-29,3-29,26-28,4-28,24-26,4-24,20-22,17-19: 2x4 SP M 30 5-10-6 cc bracing: 23-24 5-6-10 cc bracing: 22-23 6-5-8 cc bracing: 19-20. REACTIONS. (size) 30=Mechanical, 15=Mechanical Max Uplift 30=-1906(LC 8), 15=-1906(LC 8) Max Grav 30=3153(LC 1).15=3141(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-30=-3082/1896, 1-2=-4593/2781, 2-3=-4593/2781, 34=8566/5208, 4-6=13145/7987, 6-7=-13751/8343, 7-8=-13751/8343, 8-9=-14437/8792, 9-11=-8150/4961, 11-12=-6586/4023, 12-13=-6731/4106 BOT CHORD 28-29=-5318/8757, 3-28=-1389/2433, 26-27=-462/767, 25-26=-591/969, 6-24=-458/369, 23-24=-8182/13472, 22-23=-9014/14815, 8-22=92/336, 20-21=-770/1290, 19-20=-6066/9967, 18-19=616/1046, 12-17=-371/336, 16-17=-2259/3717, 15-16=-2259/3717 WEBS 1-29=-3278/5414, 2-29=-409/347, 3-29=-4947/3017, 26-28=-4736/7797, 4-28=-224/315, 4-26=-3883/2473, 24-26=-4603/7589, 4-24=-3538/5811, 6-23=-233/344, 7-23=-413/349, 8-23=-1220/780, 20-22=-5399/8845, 9-22=-3054/5008, 9-20=-1529/1075, 9-19=-2219/1350, 11-19=-98/478, 17-19=-4392/7170, 11-17=-1762/1064, 13-17=-2376/3879, 13-16=72/314, 13-15=-4730/2876 This item has been NOTES- electronically signed and 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: sealed by Velez, Joaquin, PE Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Using a Digital Signature. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Printed copies Of this 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 document are not considered ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Signed and Sealed and the 3) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat. signature must be verified II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific on any electronic copies. to the use of this truss component. Joaquin Velez PE No.68182 5) Provide adequate drainage to prevent water ponding. MITek USA, Inc. FL Cert 6834 6) All plates are MT20 plates unless otherwise indicated. 8904 Parke East Blvd. Tampa FL 33610 7) All plates are 3x4 MT20 unless otherwise indicated. Date: 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. April 15,2021 Continued on page 2 ®WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE (,411-7473 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 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 ANSI1TP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYANPRUSSING T23571153 77427 GRD Roof Special Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:53 2021 Page 2 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-2ZjZvcnwad6GNMijkFD8hE00As?jhRi4D_UXzQsGK NOTES- 9) ' 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1906 lb uplift at joint 30 and 1906 lb uplift at joint 15. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 147 lb up at 1-11-12, 137 lb down and 147 lb up at 3-11-12, 137 lb down and 147 lb up at 5-11-12, 138 lb down and 167 lb up at 7-11-12, 138 lb down and 167 lb up at 9-11-12, 138 lb down and 167 lb up at 11-11-12, 137 lb down and 147 lb up at 13-11-12, 137 lb down and 147 lb up at 15-11-12, 137 lb down and 147 lb up at 17-11-12, 137 lb down and 147 lb up at 19-11-12, 138 lb down and 167 lb up at 21-11-12, 138 lb down and 167 lb up at 23-11-12, 138 lb down and 167 lb up at 25-11-12, 138 lb down and 167 lb up at 27-11-12, 138 lb down and 167 lb up at 29-11-12, 138 lb down and 167 lb up at 31-11-12, 138 lb down and 167 lb up at 33-11-12, and 137 lb down and 147 lb up at 35-11-12, and 137 lb down and 147 lb up at 37-11-12 on top chord, and 84 lb down and 45 lb up at 1-11-12, 84 lb down and 45 lb up at 3-11-12, 84 lb down and 45 lb up at 5-11-12, 85 lb down and 27 lb up at 7-11-12, 85 lb down and 27 lb up at 9-11-12, 85 lb down and 27 lb up at 11-11-12, 84 lb down and 45 lb up at 13-11-12, 84 lb down and 45 lb up at 15-11-12, 84 lb down and 45 lb up at 17-11-12, 84 lb down and 45 lb up at 19-11-12, 85 lb down and 27 lb up at 21-11-12, 85 lb down and 27 lb up at 23-11-12, 85 lb down and 27 lb up at 25-11-12, 85 lb down and 27 lb up at 27-11-12, 85 lb down and 27 lb up at 29-11-12, 85 lb down and 27 lb up at 31-11-12, 85 lb down and 27 lb up at 34-2-4, and 84 lb down and 45 lb up at 35-11-12, and 84 lb down and 45 lb up at 37-11-12 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: 1-14=54, 28-30=-20, 25-27=-20, 22-24=20, 18-21=-20, 15-17=-20 Concentrated Loads (lb) Vert: 5=-109(F) 18=65(F) 12=109(F) 29=-79(F) 2=-100(F) 19=65(F) 11=109(F) 10=-109(F) 31=-100(F) 32=100(F) 33=-109(F) 34=-109(F) 35=100(1`) 36=-100(F) 37=-100(F) 38=-100(F) 39=-109(F) 40=-109(F) 41=109(F) 42=-109(F) 43=-100(F) 44=-100(F) 45=-79(F) 46=-79(F) 47=-65(F) 48=-65(F) 49=65(F) 50=-79(F) 51=-79(F) 52=-79(F) 53=79(F) 54=-65(F) 55=-65(F) 56=-65(F) 57=-65(F) 58=65(F) 59=-79(F) 60=-79(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSI1TPI1 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 Type City Ply RYAN PRUSSINGT23571154 FHIIRDER 77427 GRE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:54 2021 Page 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-WmHx6yoYLxE7?IEjGRFUILDOHoZBkEkaxkzYOzzQsGJ -1-6-0 5-0-0 9-7-4 14-0-12 18-8-0 23-8-0 25-2-0 1-6-0 5-0-0 4-7-4 4-5-8 4-7-4 5-0-0 1-6-0 Scale = 1:43.4 5x6 = 5.00 12 3x4 = 3x10 = 20 21 22 4 23 24 5 25 26 27 5x6 = N I$ co Zu Ju 11 J1 JG JJ 3x6 = 3x4 = 3x4 = 5x8 MT18HS = 2x3 11 3x4 = 3x6 = 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 FBC2020fTP12014 CSI. TC 0.65 BC 0.70 WB 0.65 Matrix -MS DEFL. in (loc) I/clef] Lid Vert(LL) 0.55 10-12 >514 240 Vert(CT) -0.42 10-12 >684 240 Horz(CT) -0.14 7 n/a rile PLATES MT20 MT18HS Weight: 108 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-4-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-85(LC 23) Max Uplift 2=-1691(LC 8), 7=-1691(LC 8) Max Grav 2=1470(LC 1), 7=1470(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3123/3534, 3-4=-2893/3368, 4-5=4091/4729, 5-6=2893/3368, 6-7=3123/3534 BOT CHORD 2-13=-3136/2839, 12-13=-4563/4091, 10-12=-4563/4090, 9-10=-4563/4090, 7-9=-3136/2839 WEBS 3-13=-971/798, 4-13=-137411509, 4-12=-275/282, 5-10=274/281, 5-9=-137311508, 6-9=-971 /798 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); 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) 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 jive 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 Velez, Joaquin, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1691 lb uplift at joint 2 and 1691 lb uplift 7. using a Digital Signature. at joint 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 318 lb up at Printed copies of this 5-0-0. 61 lb down and 129 lb up at 7-0-12, 61 lb down and 129 lb up at 9-0-12, 61 lb down and 129 lb up at 11-0-12. 61 lb down document are not considered and 129 lb up at 12-7-4, 61 lb down and 129 lb up at 14-7-4, and 61 lb down and 129 lb up at 16-7-4, and 178 lb down and 318 lb signed and sealed and the up at 18-8-0 on top chord, and 105 lb down and 143 lb up at 5-0-0, 44 lb down and 62 lb up at 7-0-12, 44 lb down and 62 lb up at 9-0-12, 44 lb down 62 lb 11-0-12, 44 lb down down signature g nature must e verified and up at and 62 lb up at 12-7-4, 44 lb and 62 lb up at 14-7-4, and 44 lb down and 62 lb up at 16-7-4, and 105 lb down and 143 lb up at 18-7-4 on bottom chord. The design/selection of such connection on any electronic copies. device(s) is the responsibility of others. Joaquin Velez PE No.68182 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MITek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date; April 15,2021 Continued on page 2 ®WARNING - Ve,ify 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 roil' 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 RYANPRUSSING T23571154 77427 GRE HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:54 2021 Page 2 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-WmHx6yoYLxE771EjGRFUILDOHoZBkEkaxkzYOzzQsGJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-6=54, 6-8=54, 14-17=-20 Concentrated Loads (lb) Vert: 3=-131(F) 6=-131(F) 13=93(F) 9=-93(F) 21=-54(F) 22=-54(F) 23=-54(F) 24=-54(F) 25=-54(F) 26=-54(F) 28=-43(F) 29=-43(F) 30=-43(F) 31=43(F) 32=-43(F) 33=-43(F) ®WARNING - Verity 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 iYl Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the `pAiTek• 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571155 77427 GRG HALF HIP GIRDER 1 1 Job Reference o tional o.9JU 5 Mar GL LUzI IN I UK Inuusmes, Inc. vveu Apr l4 US:Z3:0t zUz1 rage 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-wLz41_gRescislylxZoBN_rsm7alxWFOdiBCdlzQsGG 3-10.0 7-0-0 10.0-0 12-6-0 17-4-0 22.0.0 26-6-0 31-1.15 35-6-1 40-0-0 ' 1-0.0 ' 3-10.0 ' 3.2.0 ' 3-0.0 ' 2.8-0 ' 4-&0 4.9.0 4-9-0 4-5.15 4-4.3 4-5-15 5x12 MT18HS = 5.00 12 5xB = 5x12 =4x6 = 5x6 WB = 4x10 = 3x6 = 4 31 32 5 33 6 34 3536 7 8 37 9 38 39 40 10 11 41 4212 43 13 44 45 46 14 -• ox1z — 24 23 __ 5x8 = 48 5x12 _ 3x5 2.58 F12 7x8 MT18HS = Scale = 1:70.8 ,.4x8 .,, 18 55 17 56 16 57 58 59 15 5x12 MT18HS = 6x8 = 3x5 = 6x8 = Iv LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.89 BC 0.74 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.40 19-20 >882 360 -0.77 19-20 >462 240 -0.11 24 n/a n/a 0.59 19-20 >606 240 PLATES MT20 MT18HS Weight: 227 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-24: 2x6 SP No.2, 19-22: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-11-7 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-22, 12-16, 13-15 17-19: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 15=Mechanical, 2=0-8-0, 24=0-8-0 Max Horz 2=271(LC 8) Max Uplift 15=-1301(LC 8), 2=592(LC 32), 24=3260(LC 8) Max Grav 15=2175(LC 18), 2=162(LC 13), 24=4338(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-182/1713, 3-4=-721/2193, 4-5=-3116/4551, 5-6=-2949/4259, 6-7=-6741666, 7-9=-5659/3206, 9-10=-6310/3684, 10-12=-6137/3585, 12-13=-2730/1626 BOT CHORD 2-27=-1625/164, 26-27=-1623/194, 25-26=-2027/564, 24-25=-4134/3156, 5-25=-330/256, 6-22=-1225/2075, 21-22=-1761/3368, 20-21 =-1 761/3368, 19-20=-3206/5659, 10-19=-473/426,17-18=-4131703,16-17=-2552/4327,16-16=-1626/2730 WEBS 3-26=-826/713, 4-26=-851/405, 22-25=-371/446, 22-24=515/395, 7-22=-4393/2697, 7-21=-34/388, 7-20=-1611/2569, 9-20=-811/649, 9-19=-576/738, 17-19=-2165/3667, 12-19=-1168/2047, 12-17=-350/344, 12-16=-1933/1121, 13-16=625/1326, 13-15=-3251/1936,4-25=-2968/2840,6-25=-4214/2671 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=16ft; B=45ft; L=40ft; eave=5ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss using a Digital Signature. use of component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) All plates are 3x4 MT20 unless otherwise indicated. Signed and Sealed and the 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This has been designed for live load signature must be verified truss a 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. On any electronic copies. 9) Refer to girder(s) for truss to truss connections. Joaquin Velez PE No.68182 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cert 6634 capacity of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1301 lb uplift at joint 15, 592 lb uplift at Date: joint 2 and 3260 lb uplift at joint 24. April 15;2021 Continued on page 2 ® WARNING -Verify Design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 ■■A�.YY■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek• 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 RYAN PRUSSING T23571155 77427 GRG HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:57 2021 Page 2 ID:ZgIyV8Skd41 E8Zpzzhi2jHzR7Xy-wLz4l_gRescislylxZoBN_rsm7alxWFOdiBCdlzQsGG NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 208 lb up at 7-0-0. 84 lb down and 26 lb up at 9-0-12, 138 lb down and 167 lb up at 11-0-12, 137 lb down and 147 lb up at 13-0-12, 137 lb down and 147 lb up at 15-0-12, 137 lb down and 147 lb up at 17-0-12, 137 lb down and 147 lb up at 19-0-12, 137 lb down and 147 lb up at 21-0-12, 137 lb down and 147 lb up at 23-0-12, 137 lb down and 147 lb up at 25-0-12, 138 lb down and 167 lb up at 27-0-12, 138 lb down and 167 lb up at 29-0-12, 138 lb down and 167 lb up at 31-0-12, 138 lb down and 167 lb up at 33-0-12, 138 lb down and 167 lb up at 35-0-12, and 138 lb down and 167 lb up at 37=0-12, and 1.33 lb down and 165 lb up at 39-0-12 on top chord, and 509 lb down and 665 lb up at 7-1-8, 216 lb down and 282 lb up at 9-0-12, 85 lb down and 23 lb up at 11-0-12, 84 lb down and 45 lb up at 13-0-12, 84 lb down and 45 lb up at 15-0-12, 84 lb down and 45 lb up at 17-0-12, 84 lb down and 45 lb up at 19-0-12, 84 lb down and 45 lb up at 21-0-12, 84 lb down and 45 lb up at 23-0-12, 84 lb down and 45 lb up at 25-0-12, 85 lb down and 27 lb up at 26-9-12, 85 lb down and 27 lb up at 29-0-12, 85 lb down and 27 lb up at 31-0-12, 85 lb down and 27 lb up at 33-0-12, 85 lb down and 27 lb up at 35-0-12, and 85 lb down and 27 lb up at 37-0-12, and 89 lb down and 24 lb up at 39-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-14=54, 26-28=-20, 25-26=-20, 23-24=20, 19-22=-20, 15-18=-20 Concentrated Loads (lb) Vert: 4=-30(B) 8=-100(B) 10=109(B) 26=-509(B) 7=-100(B) 21=79(13) 17=-65(B) 19=65(B) 12=-109(B) 32=22(B) 33=-109(B) 34=-100(B) 36=100(131) 37=100(B) 38=-100(B) 40=100(B) 41=109(B) 43=-109(B) 44=109(B) 45=-109(B) 46=-115(B) 47=216(B) 48=-65(B) 49=-79(B) 50=-79(B) 51=79(131) 52=79(1]1) 53=-79(B) 54=-79(B) 55=-65(B) 56=65(B) 57=-65(B) 58=-65(B) 59=-67(B) ®WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571156 77427 GRK Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:58 2021 Page 1 0 I D:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-OXXSyKr3P9kZTvXUVH KQwBOA2PMgAvAsMxl9kzQsGF -163-9-14 0-0 9A-0 1_-5-0 3-9-14 7 2A-0 3-2-41 -0 04 = 4 PO 44 = 2x3 11 3x4 = 3x4 = 2x3 II 3x4 = Scale = 1:27.7 4x5 II ci A Id 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 FBC20201TPI2014 CS1. TIC 0.22 BC 0.43 WB 0.19 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.09 11-12 >999 240 Vert(CT) -0.12 11-12 >999 240 Horz(CT) 0.04 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-4 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -t 2-6-0 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=105(LC 24) Max Uplift 8=-703(LC 8), 2=-782(LC 8) Max Grav 8=1107(LC 1), 2=1135(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2319/1458, 3-4=-2033/1368, 4-5=-1866/1305, 5-6=-2011/1365, 6-8=1934/1276 BOT CHORD 2-12=-1308/2109, 11-12=-1308/2109, 10-11=-1166/1866, 9-10=-1094/1728, B-9=-1094/1728 WEBS 3-11=-372/219, 4-11=-256/490, 5-10=-222/432, 6-10=-381/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=451t 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. This Item has been 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 703 lb uplift at joint 8 and 782 lb uplift at sealed by Velez, Joaquin, PE joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 320 lb up at using a Digital Signature. 7-0-0, and 206 lb down and 320 lb up at 9-4-0 on top chord, and 351 lb down and 254 lb up at 7-0-0, and 351 lb down and 254 lb Printed copies of this up at 9-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, document are not considered 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Signed and sealed and the 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) Joaquin Velez PE No.68182 Vert: 1-4=-54, 4-5=54, 5-8=54, 13-17=-20 MiTek USA, Inc. FL Cert 6634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 4=-158(B) 5=-158(B) 11=-351(B) 10=-351(B) Date: April 15,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED hAITEK REFERENCE PAGE MII-7473 rev 5/19l2020 BEFORE USE -- Design valid for use onlywith 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 ■.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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf 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 RYAN PRUSSING T23571157 77427 GIRLCommon Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:59 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sj5gAgshATsQ536g3_rfSPxJapKLPTiJ50gJiAzQsGE -1.6-0 44-14 B-2-0 11-7-12 15-5-0 1, 44-14 3-9-2 3-5-12 3-9-4 4x4 = 4X4 = Scale = 1:28.2 7x8 = HUS26 6 I6 44-14 8-2-0 11-7-12 15-5-0 4-4-14 3-9-2 3 5 12 3-94 Plate Offsets (X,Y)— [2:0-2-9,Edge1, [6:0-0-0,0-3-71, [8:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.09 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.16 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.12 8-9 >999 240 Weight: 169 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-1 cc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=120(LC 24) Max Uplift 6=-2709(LC 8), 2=1630(LC 8) Max Grav 6=4854(LC 1), 2=2727(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6572/3752, 3-4=-5805/3355, 4-5=5788/3350, 5-6=6942/3898 BOT CHORD 2-9=-3417/6037, B-9=-3417/6037, 7-8=3521/6320, 6-7=3521/6320 WEBS 3-9=-231/476, 3-8=784/490, 4-8=-2368/4157, 5-8=-1158/623, 5-7=-512/1005 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not Considered 8) Refer to girder(s) for truss to truss connections. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2709 lb uplift at joint 6 and 1630 lb uplift signature must be verified g at joint 2. 10) 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 any electronic copies. from the left end to 15-0-12 to connect truss(es) to front face of bottom chord. Joaquin Velez PE No.68182 11) Fill all nail holes where hanger is in contact with lumber. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: April 15,2021 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* 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 ANS11TP11 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 RYANPRUSSING T23571157 77427 GIRL Common Girder 1 Job Reference (optional) cnambers truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:59 2021 Page 2 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sj5gAgshATsQ536g3_rfSPxJapKLPTiJ50gJiAzQsGE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-6=54, 2-10=-20 Concentrated Loads (Ib) Vert: 12=-1 040(F) 15=-2155(F) 16=-1 031 (F) 17=-1 1 13(F) 18=-1 021 (F) ® WARNING - Verily 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 p� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek• 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 ANSUTPI9 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYANPRUSSING T23571158 77427 GRM Hip Girder 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:00 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-KveDN?tJxn_HjDhtdhMu?cTWrDhd839TJgQsEdzQsGD -1-6-0 3-9-14 7-0-0 9-4-0 12' 2 16�4-0 17-10-0 r 1-6-0 3-9-14 3-2-2 2-4-0 3-2-2 3-9-14 1-6-0 10 ►1 rd 4x4 = Scale = 1:31.5 4x4 = 3x4 = 2x3 II 3x4 = °%O 3x4 = 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.38 BCLL 0.0 Rep Stress Incr NO WB 0.20 BCDL 10.0 Code FBC2020rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-111(LC 6) Max Uplift 2=-817(LC 8), 7=-817(LC 8) Max Grav 2=1195(LC 1).7=1195(LC 1) DEFL, in (loc) Vdefl Lid PLATES GRIP Vert(LL) 0.10 12 >999 240 MT20 244/190 Vert(CT) -0.12 9-10 >999 240 Horz(CT) 0.04 7 n/a n/a Weight: 77 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2461/1541, 3-4=-2199/1469, 4-5=-2030/1400, 5-6=2199/1469, 6-7=-2461/1541 BOT CHORD 2-13=-1312/2239, 12-13=-1312/2239, 10-12=-1188/2030, 9-10=-1312/2239, 7-9=-1312/2239 WEBS 3-12=-371/229, 4-12=-282/532, 5-10=282/532, 6-10=-372/229 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=16ft; 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 817 lb uplift at joint 2 and 817 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 320 lb up at 7-0-0, and 206 lb down and 320 lb up at 9-4-0 on top chord, and 351 lb down and 254 lb up at 7-0-0, and 351 lb down and 254 lb up at 9-3-4 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=1.25 Uniform Loads (plf) Vert: 14=54, 4-5=54, 5-8=54, 14-17=-20 Concentrated Loads (lb) Vert: 4=-1 58(B) 5=158(B) 12=-351(B) 10=-351(B) I�. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 iev. 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 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 ANS11TP11 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 RYAN PRUSSING T23571159 77427 J1 JACK -OPEN 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:01 2021 Page 1 I0:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-p6CbaLtxi468KNG3APl7YgOdld5atZZcYK9Qm3zQsGC 1 6 0i 1-0-0 1-6-0 1-0-0 Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a file BCDL 10.0 Code FBC2020ITP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=74(LC 12) Max Uplift 3=-6(LC 1), 2=-226(LC 12), 4=19(LC 1) Max Grav 3=25(LC 12), 2=179(LC 1), 4=50(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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-D-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 6 lb uplift at joint 3, 226 lb uplift at joint 2 and 19 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 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 ANSI1TP/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 Oty 77427 J3 JACK -OPEN �_PlyJRYANPRUSSINGT23571160 16 Reference (optional) undmuers I russ, ron rierce, rL - e4aaz, t3.43U s Mar 22 ZU21 MI I ek Industnes, Inc. Wed Apr 14 08:24:02 2021 Page 1 ID:ZglyV8Skd41E8Zp7zhi2jHzR7Xy-HlmzohuaTOFyWrFk6OM41Zo2ONbcOpin vzlVzOsGB_ -1-6-0 3-0-0 ' 1-6-0 ' 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) 0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.01 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 FBC20201TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-58(LC 12), 2=-247(LC 12), 4=-46(LC 9) Max Grav 3=59(LC 1), 2=210(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.3 0 N PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 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 58 lb uplift at joint 3, 247 lb uplift at joint 2 and 46 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I.4II-7473 rev. 5119/1-020 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty RYAN PRUSSING TJ5 T23571161 77427 JACK -OPEN ]Ply 12 1 Job Reference (optional) t,namuers r Fuss, ron tierce, rL - a4voz, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:02 2021 Page 1 1 6-0 ID:Z51yV88Skd4lEBZpzzhi2jHzR7Xy-HlmzohuaTOFyWrFk6OM41Zi1Oil cOpin vzlVzQsGB 1 6-0 5-M Scale = 1:15.4 0 0 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.07 4-7 >884 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=164(LC 12) Max Uplift 3=-101(LC 12), 2=-207(LC 12), 4=-2(LC 12) Max Grav 3=115(LC 17), 2=276(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 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 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 101 lb uplift at joint 3, 207 lb uplift at joint 2 and 2 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Data: April 15,2021 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19Y2020 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 ANSVTP11 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 RYANPRUSSING T23571162 77427 J5P JACK -OPEN 8 1 Job Reference (optional) Gnamoers I Russ, tort Pierce, FL - 34962, 6.430 S Mar 22 2021 MITeK Industries, Inc. Wed Apr 14 08:24:03 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-IUKL?lvCEiNragQSlgvbdF5?HQixLS3v?eeWryzQsGA -1-6-0 5-0.0 1 6-0 5-0-0 Scale = 1:15.4 O2 N d N 5-0-0 Plate Offsets (X,Y)— [2:0-1-2,Edgej, [2:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.13 4-7 >447 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=164(LC 12) Max Uplift 3=-114(LC 12), 2=303(LC 12), 4=85(LC 12) Max Grav 3=108(LC 1), 2=276(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-4-3, Interior(1) 1-4-3 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 pelf 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 114 lb uplift at joint 3, 303 lb uplift at joint 2 and 85 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ® WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19t202O 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 Nil building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply RYAN PRUSSING T23571163 77427 J7 Jack -Open 27 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:04 2021 Page 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-DhujDNwq??ViBq?esXQg9Se7Dg294vl2E104NOzQsG9 -1-6-0 7-0-0 ' 1-6-0 ' 7-0-0 i 7-0-0 Scale = 1:19.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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 />478 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.17 4-7 >485 240 Weight: 24 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. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=209(LC 12) Max Uplift 3=-151(LC 12). 2=-231(LC 12), 4=-7(LC 12) Max Grav 3=166(LC 17), 2=346(LC 1), 4=125(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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 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 151 lb uplift at joint 3, 231 lb uplift at joint 2 and 7 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: April 15,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building 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 ANSUTPII 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 RYAN PRUSSING T23571164 77427 JC7 Jack -Open 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:05 2021 Page 1 ID:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-htS6QjwSmJdZp_agPFy3igBKWEMFoM2CTx7dvgzQsG8 -1-6-0 2 8 0 7-0.0 1_" 2.8-0 4-4-0 3x4 = 2-8-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.39 Vert(LL) -0.09 5-6 >878 360 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.20 5-6 >425 240 BCLL 0.0 Rep Stress [nor YES WB 0.03 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Wind(LL) 0.21 5-6 >388 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 2-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=209(LC 12) Max Uplift 4=-131(LC 12), 2=-227(LC 12), 5=-25(LC 12) Max Grav 4=157(LC 17), 2=360(LC 1), 5=124(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: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-10, Interior(1) 1-6-10 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 131 lb uplift at joint 4, 227 Ito uplift at joint 2 and 25 lb uplift at joint 5. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 -- ® WARNING - Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED IdITEK 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■q.Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 RYAN PRUSSING T23571165 77427 JS1 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:06 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-93OUe3x4XdIQR880zyTIFtjU 1 eoiXpoLibtARGzQsG7 -1-6-0 1-0-0 1-6-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a rile BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 12) Max Uplift 3=-7(LC 1), 2=-216(LC 12), 4=-18(LC 1) Max Grav 3=23(LC 12), 2=179(LC 1), 4=41(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3, 216 lb uplift at joint 2 and 18 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTe k• 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 Qly Ply RYAN PRUSSING T23571166 77427 JS3 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:07 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-dGasrPyiHwtH2ljDXg_Xn5Gfn14OGG2UwFckjzQsG6 3-0-0 3-0-0 Scale = 1:11.3 Plate Offsets (X,Y)— [2:0-2-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=143(LC 12) Max Uplift 3=-61(LC 12), 2=-239(LC 12), 4=-50(LC 9) Max Grav 3=59(LC 1), 2=210(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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 61 lb uplift at joint 3, 239 lb uplift at joint 2 and 50 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571167 77427 JS5 JACK -OPEN 2 1 Job Reference (optional) unamners i cuss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:07 2021 Page 1 ID:ZglyVBSkd4lE8Zpzzhi2jHzR7Xy-dGasrPyiHwtH2ljDXg Xn5GhQ13yGG2UwFckJzQsG6 -1.6-0 5-0-0 1.6.0 5-0-0 Scale = 1:15.4 v o_ d N M 6 3x6 Plate Offsets (X,Y)— [2:0-1-12,0-0-4), [2:0-1-15,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.11 4-7 >537 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=205(LC 12) Max Uplift 3=-114(LC 12), 2=294(LC 12), 4=-94(LC 12) Max Grav 3=103(LC 1), 2=276(LC 1), 4=80(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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3, 294 lb uplift at This item has been joint 2 and 94 lb uplift at joint 4. electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15, 2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 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 RYAN PRUSSING T23571168 77427 JS7 JACK -OPEN 2 1 Job Reference o tional - Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:08 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-5S7E2lzK2E?8gRIP5NVmKIorERN7?fee9vMHW9zQsG5 -1-6-0 5.0.0 7-0-0 -6- 10 5-0-0 2-0-0 Scale = 1:19.6 3x6 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 0.43 BC 0.53 WB 0.30 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) 0.26 6-9 >317 240 Vert(CT) -0.12 6-9 >716 240 Horz(CT) -0.01 2 n/a file PLATES GRIP MT20 244/190 Weight: 28 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 5-8-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=267(LC 12) Max Uplift 4=-24(LC 3), 2=-355(LC 12), 6=-301(LC 12) Max Grav 4=37(LC 17), 2=345(LC 1), 6=236(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-385/764 BOT CHORD 2-6=-1056/351 WEBS 3-6=-363/1001 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 4, 355 lb uplift at joint electronically signed and 2 and 301 lb uplift at joint 6. sealed by Velez, Joaquin, 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. Joaquin Velez PE No.66182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 15,2021 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Type City Ply RYAN PRUSSINGT23571169 FCommon 77427 K 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:09 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-aehcG4_zpY7?Ibtbe4O?sWL?7rmlk8YnOZ5r2bzQsG4 1-0 0 4.6-2 8-2-0 15-5-0 1 G 0 4-6-2 3-7-14 7-3-0 4 3x4 = 5x6 = 2x3 II Scale = 1:27.3 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. Tic 0.48 BC 0.38 WB 0.13 Matrix -MS DEFL. in Vert(LL) -0.12 Vert(CT) -0.24 Horz(CT) 0.02 Wind(LL) 0.15 (loc) Vdefl Lid 6-13 >999 360 6-13 >783 240 5 n/a n/a 6-13 >999 240 PLATES GRIP MT20 2441190 Weight: 59 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 8-4-10 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -t 2-6-0 REACTIONS. (size) 5=Mechanical, 2=0-8-0 Max Horz 2=120(LC 11) Max Uplift 5=-302(LC 12), 2=426(LC 12) Max Grav 5=566(LC 1), 2=655(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/762, 3-5=812/797 BOT CHORD 2-6=-5901730, 5-6=590/730 WEBS 3-6=-61/339 I6 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-2-0, Exterior(2R) 8-2-0 to 11-2-0, Interior(1) 11-2-0 to 15-5-0 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 6) Refer to girder(s) for truss to truss connections. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 5 and 426 lb uplift at using a Digital Signature. joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verify design pnramclers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall my building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PN 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 RYAN PRUSSING T23571170 77427 KJ5 DIAGONAL HIP GIRDER 2 1 Job Reference o tional unamoers truss, Tort Pierce, rL - 34962, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:10 2021 Page 1 ID:ZgIyVBSkd41 E8Zpzzhi2jHzR7Xy-2rF7TQ_barFsvlSoCoXEPjuCAF7pTdoxcDrOa2zQsG3 -2-1-7 3-9-9 7-0-2 2-1-7 3-9-9 3-2-9 Scale = 1:17.6 I� M LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.33 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=163(LC 8) Max Uplift 3=-154(LC 8), 2=451(LC 8), 4=-121(LC 5) Max Grav 3=154(LC 1), 2=348(LC 1), 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 7-0-2 7-0-2 DEFL. in (loc) Vdef1 Ud PLATES GRIP Vert(LL) 0.22 4-7 >383 240 MT20 244/190 Vert(CT) -0.15 4-7 >562 240 Horz(CT) -0.00 3 n/a n/a Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 154 lb uplift at joint 3, 451 lb uplift• at joint 2 and 121 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 66 lb up at 1-6-1, 110 lb down and 66 lb up at 1-6-1, and 36 lb down and 73 lb up at 4-4-0, and 36 lb down and 73 lb up at 4-4-0 on top chord, and 103 lb down and 48 lb up at 1-6-1, 103 lb down and 48 lb up at 1-6-1, and 17 lb down and 4 lb up at 4-4-0, and 17 lb down and 4 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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, 4-5=-20 Concentrated Loads (lb) Vert: 10=57(F=28, B=28) 11=-8(F=-4, B=-4) This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ,ev. 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 my building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANS1/1"Pli 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 RYAN PRUSSING T23571171 77427 KJ7 Diagonal Hip Girder 6 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:11 2021 Page 1 ID:ZglyV8Skd4lE8Zpzzhi2jHzR7Xy-W1pNhm?DL9NjXv1_mV2TxxQPpfSpC?Z4rtax7UzQsG2 -2-1-7 5-2-9 9-10-1 2-1-7 5-2-9 4-7-8 Scale = 1:22.6 Ia 3x4 = 5-2-9 i4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 42 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 9-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=208(LC 8) Max Uplift 4=-119(LC 8). 2=441(LC 8), 5=-199(LC 8) Max Grav 4=126(LC 1), 2=480(LC 1), 5=315(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-805/530 BOT CHORD 2-7=-600/744, 6-7=-600/744 WEBS 3-7=-95/267, 3-6=7921639 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 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 119 lb uplift at joint 4, 441 lb uplift at joint 2 and 199 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 66 lb up at This item has been 1-6-1. 110 lb down and 66 Ib up at 1-6-1, 36 lb down and 73 lb up at 4-4-0. 36 lb down and 73 lb up at 4-4-0, and 129 Ib down and electronically signed and 124 lb up at 7-1-15, and 129 lb down and 124 lb up at 7-1-15 on top chord, and 48 lb down and 48 lb up at 1-6-1, 48 lb down and sealed by Velez, Joaquin, PE 48 Ib up at 1-6-1, 17 Ib down and 54 lb up at 4-4-0, 17 lb down and 54 lb up at 4-4-0, and 43 lb down and 17 lb up at 7-1-15, and Digital Signature. using a g 9 43 lb down and 17 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed copies of this 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not Considered signed and sealed and the LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) on any electronic copies. Vert: 14=54, 5-8=20 Joaquin Velez PE No.68182 Concentrated Loads (lb) MiTek USA, Inc. FL Cert 6634 Vert: 13=-71(F=-36, B=-36) 14=57(F=28, B=28) 15=-8(F=-4, B=-4) 16=60(1==-30, B=30) 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verity 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571172 77427 KJS7 DIAGONAL HIP GIRDER 1 1 Job Reference o lional Chambers Truss, Fort Pierce, FL - 34982, tl.46 U s Mar 22 zuzi mi I eK Industries, Inc. Wea Apr 14 Vi1:z4:"I z 4uz i rage -1 ID:ZgiyVBSkd41 E8Zpzzh 2jHzR7Xy-_DNIu60r6TVa93cAKDaiU8za_2mGxQYE4XKVfwzQsG1 2-1-7 5-3-1 9-10-1 2-1-7 5-3-1 4-7-0 ' Scale = 1:22.9 Jx4 5-3-1 ' 4-7-0 0-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.25 Vert(LL) 0.16 6-7 >742 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 41lb 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 SIP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. WEBS 2x4 SIP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 2=0-9-13 Max Horz 2=267(LC 24) Max Uplift 4=-140(LC 8), 5=41 O(LC 8), 2=-624(LC 8) Max Grav 4=129(LC 1), 5=321(LC 1), 2=529(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1313/1490 BOT CHORD 2-7=-1568/1248, 6-7=-1544/1249 WEBS 3-6=-1229/1513 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live 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) Bearing at joint(s) 2 considers parallel to grain value using ANSUiPI 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 140 lb uplift at joint 4, 410 lb uplift at This item has been joint 5 and 624 lb uplift at joint 2. electronically signed and 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 81 lb up at sealed by Velez, Joaquin, PE 1.6-1, 109 lb down and 81 lb up at 1-6-1. 37 lb down and 76 lb up at 4-4-0, 37 lb down and 76 lb up at 4-4-0, and 61 lb down and Digital Signature. using a g 9 137 lb up at 7-1-15, and 61 lb down and 137 lb up at 7-1-15 on top chord, and 104 lb down and 39 lb up at 1-6-1, 104 lb down and 39 lb up at 1-6-1, 17 lb down and 4 lb up at 4-4-0. 17 lb down and 4 lb up at 4-4-0, and 42 lb down and 55 lb up at 7-1-15, and 42 Printed copies of this lb down and 55 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not Considered 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and Sealed and the 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 (pig Joaquin Velez PE No.68182 Vert: 1-4=-54, 5-8=20 MiTek USA, Inc. FL Cart 6834 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 13=-52(F=-26, B=-26) 15=-9(F=-4, B=-4) 16=-79(F=-40, B=-40) Date: April 15,2021 ® WARNING -Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19f2020 BEFORE USE. Design valld 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 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 RYANPRUSSING T23571173 77427 M Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:13 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-SQx76S1TtmdRmDBNtw5x1 MWfzS5ggwbNJB32BMzQsGO 1 6 0 2-8-0 5-0-0 8-2-0 9-10-0 13-0-0 , 16 4-0 17-10-0 1-6-0 2-8-0 2-4-0 3-2-0 1-8-0 3-2-0 3-4-0 1-0-0 I 4x4 = Scale=1:31.5 3x4 = 2x3 II 3x4 II 4x4 = 3x4 = 3x5 = 2x3 11 i 2-8-0 8-2-0 9-10-0 13-0-0 16-4-0 i 2-8-0 5-6-0 1-8-0 3-2-0 3-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.14 13-14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.30 13-14 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.18 13-14 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 6-11: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-126(LC 10) Max Uplift 2=-438(LC 12), 8=-438(LC 12) Max Grav 2=685(LC 1), 8=685(LC 1) PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-17=-278/314, 34=-1532/1341, 4-5=1099/970, 5-6=-10361935, 6-7=-1182/1051, 7-8=-1174/957 BOT CHORD 3-14=-1123/1469, 13-14=-1123/1469, 12-13=-623/972, 10-11 =-1 58/252, 8-10=-776/1064 WEBS 5-13=-433/595, 4-13=-560/573, 10-12=-634/832 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-10, Interior(1) 1-6-10 to 8-2-0, Exterior(2R) 8-2-0 to 11-2-0, Interior(1) 11-2-0 to 17-10-0 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-D-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 438 lb uplift at joint 2 and 438 lb uplift at joint 8. Ig ld This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent 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, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RYAN PRUSSING T23571174 77427 MV2 Valley 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 3x4 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:14 2021 Page 1 ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-wcWJol5e4IHONmZRecAZZ2xHsYOP Rn1NXrpckpzQsG? 2-0-0 2-0-0 5 an r1T Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=29(LC 12) Max Uplift 1=-19(LC 12), 2=35(LC 12) Max Grav 1=47(LC 1). 2=35(LC 17). 3=25(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=16ft; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 35 lb uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 15,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19f2020 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 trus9 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. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply RYANPRUSSING T23571175 77427 MV4 Valley 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:14 2021 Page 1 ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-wcWJol5e41HONmZRecAZZ2rasWrPRnWXrpckpzOsG7 4-0-0 4-0-0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=71(LC 12) Max Uplift 1=-48(LC 12), 3=77(LC 12) Max Grav 1=116(LC 1), 3=117(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.1 2 3x4 II DEFL. in (loc) Udefl Ud 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 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. 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=16ft; 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 48 lb uplift at joint 1 and 77 lb uplift at joint 3. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 8904 Parke East Blvd. Tampa FL 33810 Date: April 15,2021 ® WARNING -Verify desiyn 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 ANSLITPlf Quality Criterla, 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 PLATE LOCATION AND ORIENTATION tj 3j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116 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 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. i 'i1mbe1'I,ig System A GeneralSafety Notes 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 7 2 3 TOP CHORDS C1-2 C2.3 o WEBS At4 O �''' 3a O ELO a~c7-a csa O0 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved —�e MiTek° 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. S. 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 ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or 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.