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HomeMy WebLinkAboutTruss® 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: 76952 - ERIK MELVILLE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: MICHAEL DIFRANCESSO Project Name: ERIK MELVILLE Model: Tampa, Fl- 33610-4115 Lot/Block: Subdivision: Address: 7827 SABAL LAKE DR City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 106 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 T21280384 A 9/11/20 15 T21280398 D 9/11/20 2 T21280385 Al 9/11/20 16 T21280399 D1 9/11/20 3 T21280386 A2 9/11/20 17 T21280400 D2 9/11120 4 T21280387 A4 9/11/20 18 T21280401 D3 9/11/20 5 T21280388 A5 9/11/20 19 T21280402 D4 9/11/20 6 T21280389 A6 9/11/20 20 T21280403 D5 9111/20 7 T21280390 A7 9/11/20 21 T21280404 D6 9/11/20 8 T21280391 A8 9/11/20 22 T21280405 D7 9/11/20 9 T21280392 ATA 9/11/20 23 T21280406 D8 9/11/20 10 T21280393 ATB 9/11/20 24 T21280407 D9 9/11/20 11 T21280394 ATC 9/11/20 25 T21280408 D9A 9/11/20 12 T21280395 ATD 9/11/20 26 T21280409 F 9/11/20 13 T21280396 C 9/11/20 27 T21280410 F1 9/11/20 14 T21280397 C1 9/11/20 28 T21280411 G 9/11/20 This item has been electronically signed and sealed by Magid, Michael, 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: Magid, Michael My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1%111111111.. �,,�'PeL S. M� --ee No 53681 3 % STATE OF10 .:441` 110N A 11111 Michael S. Magid PE No.53681 69 rk �i�83610 September 11,2020 Magid, Michael 1 of 2 N81 a MiTek a RE: 76952 - ERIK MELVILLE Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: MICHAEL DIFRANCESSO Project Name: ERIK MELVILLE Model: Lot/Block: Subdivision: Address: 7827 SABAL LAKE DR City: PORT ST LUCIE State: FL No. Seal# Truss Name Date 29 T21280412 G1 9/11/20 30 T21280413 G2 9/11/20 31 T21280414 G3 9/11/20 32 T21280415 G4 9/11/20 33 T21280416 G5 9/11/20 34 T21280417 G6 9/11/20 35 T21280418 G7 9/11/20 36 T21280419 G8 9/11/20 37 T21280420 GEF 9/11/20 38 T21280421 GEG 9/11/20 39 T21280422 GEM 9/11/20 40 T21280423 GR7 9/11/20 41 T21280424 GRB 9/11/20 42 T21280425 GRC 9/11/20 43 T21280426 GRID 9/11/20 44 T21280427 GRE 9/11/20 45 T21280428 GRG 9/11/20 46 T21280429 GRK 9/11/20 47 T21280430 GIRL 9111/20 48 T21280431 J1 9/11/20 49 T21280432 J3 9/11/20 50 T21280433 J5 9/11/20 51 T21280434 J5A 9/11/20 52 T21280435 J7 9/11/20 53 T21280436 JA 9/11/20 54 T21280437 JB 9/11120 55 T21280438 JC 9/11/20 56 T21280439 JD 9/11/20 57 T21280440 JE 9/11/20 58 T21280441 K 9/11/20 59 T21280442 K1 9/11/20 60 T21280443 K2 9/11/20 61 T21280444 K3 9/11/20 62 T21280445 K4 9/11/20 63 T21280446 K5 9/11/20 64 T21280447 K6 9/11/20 65 T21280448 K7 9/11/20 66 T21280449 K8 9/11/20 67 T21280450 KJ3 9/11/20 68 T21280451 KJ5 9/11/20 69 T21280452 KJA 9/11/20 70 T21280453 KJA5 9/11/20 71 T21280454 L 9/11/20 72 T21280455 M 9/11/20 73 T21280456 MV2 9/11/20 74 T21280457 MV4 9/11/20 75 T21280458 MV6 9/11/20 76 T21280459 MV8 9/11/20 77 T21280460 MV9 9/11/20 78 T21280461 MV10 9/11/20 79 T21280462 MV11 9/11/20 80 T21280463 MV12 9/11/20 81 T21280464 MV14 9/11/20 82 T21280465 MVA 9/11/20 83 T21280466 PBA 9/11/20 B4 T21280467 PBB 9/11/20 85 T21280468 PBC 9/11/20 No. Seal# Truss Name Date 86 T21280469 PBD 9/11/20 87 T21280470 PBE 9/11/20 88 T21280471 PBF 9/11/20 89 T21280472 PBG 9/11/20 90 T21280473 PBH 9/11/20 91 T21280474 PBI 9/11/20 92 T21280475 PBJ 9/11/20 93 T21280476 PBK 9/11/20 94 T21280477 PBL 9/11/20 95 T21280478 PBM 9/11/20 96 T21280479 PBN 9/11/20 97 T21280480 PBO 9/11/20 98 T21280481 SGEA 9/11/20 99 T21280482 SGEL 9/11/20 100 T21280483 V4 9/11/20 101 T21280484 V8 9/11/20 102 T21280485 V12 9/11/20 103 T21280486 V16 9/11/20 104 T21280487 V20 9/11/20 105 T21280488 V24 9/11/20 106 T21280489 V28 9/11/20 2of2 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280384 76952 A ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:37 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-2ftGje5CG7CnY3gPid_dgX1 htaDZ39EVg_gHSsyegpm -2-6-0 Orb-$ 4-2-12 10-6-0 17-0-0 23-0-0 29-9-0 33-3-14 34-0-p 36-6-0 2 6-0 0=8-2 3-6-10 6-3-4 6 6-0 6 6-0 6-3-4 3-6-10 0 8- 2-61 5x8 MT18HS = 6.00 12 5x10 . 5x10 zz� 13 20 4x12 4x12 10-6-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 10=0-7-10 Max Horz 2=-440(LC 10) Max Uplift 2=-1848(LC 12), 10=-1848(LC 12) Max Grav 2=1588(LC 1). 10=1588(LC 1) Scale=1:72.2 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.41 Vert(LL) 0.59 15-16 >691 240 MT20 244/190 BC 0.65 Vert(CT) -0.32 16-17 >999 240 MT18HS 244/190 WB 0.94 Horz(CT) -0.35 10 n/a n/a Matrix -MS Weight: 265 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-3-7 oc bracing. Except: 3-0-0 oc bracing: 2-19 3-1-0 oc bracing: 10-12 WEBS 1 Row at midpt 6-16, 9-15, 3-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2550/5946, 3-5=-3404/8122, 5-6=-3036/6882, 6-7=3036/6846, 7-9=-3404/8168, 9-10=-2550/5945 BOT CHORD 2-19=-5013/2217, 17-19=-5129/2344, 16-17=-6771/3175, 15-16=-6864/3175, 12-15=-5219/2344, 10-12=-5099/2217 WEBS 6-16=-5662/2257, 7-16=-500/1441,7-15=-433/62,9-15=-19391786, 5-16=-500/1472, 5-17=-452/62,3-17=-1991/786,3-19=-639/1189,9-12=-639/1196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-7-5, Interior(1) 0-7-5 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 36-7-4 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 3) All plates are MT20 plates unless otherwise indicated. 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 1848 lb uplift at joint 2 and 1848 lb uplift at joint 10. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not Ie� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall HV 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 ANSUiP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety lnfornradon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280385 76952 Al ROOF SPECIAL 3 1 Job Reference (optional) Chambers I fuss, Inc., port f lerce, hL 8.33U s Jul ZZ ZUZU Mi IeK Inoustrles, Inc. I-n 5ep 11 14:18:a8 ZUZU Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-XsRew_6g1 JKe9DPbGLVsDlasfzZgocGfvePq_lyegpl 0 8-2 4-2-12 10-6-0 17-0-0 23-6-0 29-9 4 33-3-14 3 -0 36 6-0 0-8- 3 6-10 6-3-0 6 6-0 6-6.0 6-3-4 3-6-10 0-8- 2-6-0 5x8 MT18HS = Scale=1:71.2 6.00 12 5 3x4 -5�- P7 28 3x4 7x8 MT18HS WB i 7x8 MT18HS WB 4 6 3 7 3x5 3x5 2 15 8 26 7x8 = N 1 V 17 16 14 13 3x4 � 9 o 46 bb 4.00 12 4x6 zz 10IT 18 3x4 11 5x10 5x10 12 19 6xl2 6x12 17-0-0 23-6-0 33-3-14 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.41 BC 0.66 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.60 15-16 >683 240 -0.32 15-16 >999 240 -0.36 9 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 259 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-3-2 oc bracing. Except: WEBS 2x4 SP No.3 3-1-0 oc bracing: 1-18, 9-11 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 2-16, 8-14 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 1=0-7-10, 9=0-7-10 Max Horz 1=-427(LC 10) Max Uplift 1=-1603(LC 12), 9=-1859(LC 12) Max Grav 1=1426(LC 1), 9=1594(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2639/6156, 2-4=-3466/8295, 4-5=3061/6978, 5-6=-3062/6944, 6-8=3424/8246, 8-9=-2563/5992 BOT CHORD 1-18=-5270/2307, 16-18=-5398/2439, 15-16=-6929/3217, 14-15=-6937/3195, 11-14=-5260/2356,9-11=-5140/2228 WEBS 5-15=-5745/2279, 6-15=-498/1423, 6-14=-427/61, 4-15=-516/1487, 4-16=-470/67, 2-18=-644/1223, 8-11=-642/1210, 2-16=-1814/735, 8-14=-1946/794 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) 0-0-0 to 3-4-13, Intedor(1) 3-4-13 to 17-0-0, Exterior(2) 17-0-0 to 204-13, Interior(1) 204-13 to 36-74 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions This item has been shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Magid, Michael, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed Copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1603 lb uplift at joint 1 and 1859 lb uplift document are not considered at joint 9. signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality CriteNa, 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 Jab Truss Truss Type Qty Ply ERIK MELVILLE T21280386 76952 A2 ROOF SPECIAL 6 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:40 2020 Page 1 ID:mis7T WUG3iZ7eEyY9QLybykl5J-TEZOLg85ZwaMPXZzOIXKIAfC8nErGVXxMyux3Byegpj 8- 4-2-12 10-6-0 17-M 23-M 29.9�4 33.3.14 0 -8- 3.6-10 6-3-0 6-6.0 6-6-0 6-34 3-6-10 -8- 3 5x8 MT18HS = 6.00 12 bx1U Y 5x10 zz� 11 18 4x12 4x12 i 34-0-0 q_e-2 10_6-0 17-0-0 23-6-0 29-9-4 33-3-14 33�11-10 49-2 9.9.14 6-0-0 6.6-0 6.3.4 3.6.10 7-1 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.68 BCLL 0.0 Rep Stress Incr YES WB 0.96 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Io DEFL. In (loc) I/dell L/d PLATES GRIP Vert(LL) 0.61 14-15 >674 240 MT20 244/190 Vert(CT) -0.32 14-15 >999 240 MT18HS 244/190 Horz(CT) -0.36 9 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 1=0-7-10, 9=0-7-10 Max Horz 1=-381(LC 10) Max Uplift 1=-1614(LC 12), 9=-1614(LC 12) Max Grav 1=1432(LC 1), 9=1432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2651/6167, 2-4=-3487/8362, 4-5=-3087/7078, 5-6=-3087/7078, 6-8=-3487/8362, 8-9=-2651/6167 BOT CHORD 1-17=-5351/2318, 15-17=-5483/2450, 14-15=-7096/3236, 13-14=-7096/3236, 10-1 3=-5483/2450, 9-1 0=-5351/2318 WEBS 5-14=-5833/2301,6-14=-514/1413, 6-13=-451/66,8-13=-1939/743. 4-14=-514/1413, 4-15=451/66,2-15=-1939/743,2-17=-648/1249,8-10=-648/1249 Scale=1:65.9 Weight: 252 lb FT = 20% Structural wood sheathing directly applied or 5-5-9 oc purlins. Rigid ceiling directly applied or 2-2-9 oc bracing. Except: 3-1-0 oc bracing: 1-17, 9-10 1 Row at micipt 5-14, 8-13, 2-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2)17-0-0 to 204-13, Interior(1) 20-4-13 to 34-0-0 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 3) All plates are MT20 plates unless otherwise indicated. 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 1614 lb uplift at joint 1 and 1614 lb uplift at joint 9. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��AA a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall -VY� 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 ANS11TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply ERIK MELVILLE T21280387 76952 A4 ROOF SPECIAL �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:42 2020 Page 1 ID:mis1T W UG31Z7eEyY9QLybykl5J-PdhgmM9L5Xg3eriMVAZoNbkVgay9kPiEgGN273yegph 0-�-12 4-2.6 10-CA 18-1-2 23 6 0 29-8-14 33-3-8 33r11r4 0- -1 3-6-10 6-3 10 7-7-2 '4 4 6-2-14 3-6-10 0-/�12 4x5 = 5x12 MT18HS = 7x8 = 6x8 = 242 3 4 25 26 5 6.00 112 Scale = 1:66.3 ,9 4x12 33-3-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.59 BC 0.56 WB 0.98 Matrix -MS DEFL. in (loc) I/defi Ud Vert(LL) -0.13 15 >999 360 Vert(CT) -0.26 15 >999 240 Horz(CT) -0.28 9 n/a file Wind(LL) 0.46 15-16 >879 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 289 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puffins, 1-3: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-7-4 oc bracing. Except: WEBS 2x4 SP No.3 'Except' 3-1-0 oc bracing: 9-10 2-16,2-20: 2x4 SP M 30 WEBS 1 Row at midpt 1-20, 4-15, 8-13, 2-16, 2-20 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 20=0-7-10, 9=0-7-10 Max Horz 20=-511(LC 12) Max Uplift 20=-1667(LC 12), 9=-1541(LC 12) Max Grav 20=1424(LC 1),9=1423(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=1686/4142, 4-5=-2940/6901, 5-6=-3134/7095, 6-8=-3436/8102, 8-9=2621/5974 BOT CHORD 18-20=-988/641, 16-18=-910/694, 15-16=-3236/1789, 14-15=-5540/2864, 13-14=-6908/3187, 10-13=-529212415, 9-10=-5174/2289 WEBS 4-16=-1213/2141,4-15=-3221/1464,5-15=-1476f118,5-14=-1326/340,6-14=-332/1177, 6-13=-379/33, 8-13=-1853/725, 2-18=-286/174, 2-16=-3572/1450, 2-20=-1435/3506, 8-10=-638/1179 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-6-8, Interior(1) 3-6-8 to 18-1-2, Exterior(2) 18-1-2 This item has been to 21-5-14, Interior(1) 21-5-14 to 33-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions electronically signed and shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. sealed by Magid, Michael, PE 3) All plates are MT20 plates unless otherwise indicated, using a Digital Signature. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies Of this 5) ' This truss has been designed for a live load of 20.Opsf on the bottom 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 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1667 lb uplift at joint 20 and 1541 lb uplift at joint 9. signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ar 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 Marla, 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 Type Qty Ply ERIK MELVILLE FA5s T21280388 76952 Piggyback Base 1 1 Job Reference o tlonal Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:48 2020 Page 1 I D:mis?T W UG3iZ?eE,yY9 QLybykl5J-En2QOPE6 h N bDM mAWsRg Cds_ZO?Op89L7CCgMLjyeg pb 3-10 3 10-6-0 18-7-2 23 6-0 29-0-1 33-2-4 3 10, 6-7-13 8-1-2 4-10-14 5 10-1 3-10-3 Scale = 1:58.8 3x5 = 3x4 II 4x8 = 4x6 = 1 226 3 4 27 28 5 5x8 = 6.00 12 20 VERTICAL SUPPORT OF FREE END ~n 12 OF CHORD IS REQUIRED AT EACH END 45 11 OF TRUSS, TYPICAL. LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.48 BC 0.48 WB 0.78 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) -0.16 16 >999 360 Vert(CT) -0.33 16-17 >999 240 Horz(CT) 0.21 10 n/a n/a Wind(LL) 0.22 16 >999 240 PLATES GRIP MT20 244/190 Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. SLIDER Right 2x4 SP No.3 -H 2-6-0 WEBS 1 Row at micipt 1-21, 2-17, 2-21 REACTIONS. (size) 21=Mechanical, 10=Mechanical Max Harz 21=-471(LC 12) Max Uplift 21=-862(LC 12), 10=-744(LC 12) Max Grav 21=1394(LC 1), 10=1409(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1776/1248, 4-5=-3058/1961, 5-6=2999/1934, 6-8=3152/2071, 8-10=-2293/1502 BOT CHORD 19-21=-17/632, 17-19=-24/685, 16-17=759/1884, 15-16=-1369/2765, 14-15=-1721/2940, 11-14=-1269/2076, 10-11=-1202/1959 WEBS 2-17=-1014/1527, 4-17=-12391947, 4-16=-825/1483, 5-16=-262/888, 5-15=-208/272, 6-15=-307/355, 8-14=4371823, 8-11 =-542/471, 2-21 =-1 40711096 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-5-9, Interior(1) 3-5-9 to 18-7-2, Exterior(2) 18-7-2 to 21-10-15, Intedor(1) 21-10-15 to 33-24 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, electronically Signed and 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 862 lb uplift at joint 21 and 744 lb uplift sealed by Magid, Michael, PE at joint 10. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280389 76952 A6 Piggyback Base 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:51 2020 Page 1 ID:m Is?T W UG3iZ?eEyY9QLybykl5J-eMjYfRG_zlzoDDu5XZEvFUc?5 D43LUsZuA3Oy2yeg pY 3-10-3 10.6-0 18-7.2 9-7-2 23-6.0 29-0-1 31-7-2 33.2-0 3-10-3 6-7-13 8.1-2 -0-0 3.10.14 5-10-1 2-3-1 1-7-2 3x4 II 6x8 = 4x4 = 4x8 = 46 = 223 3 4 24 25 6.00 112 5x8 MT18HS 5x8 = 3x4 = 4x4 = 4x6 = 4x10 = 21 13 33-2-4 0-fi 10-6-0 16-7-2 16-7-2 i9-7-2 23-6-0 31-7-2 r32.11-0 0• 10.2-12 6-1-2 2-0-0 1-0-0 3-1.14 6-1-2 1-3-14 Scale = 1:59.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.75 BC 0.38 WB 0.93 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) -0.19 17 >999 360 Vert(CT) -0.39 17-18 >999 240 Horz(CT) 0.24 11 n/a n/a Wind(LL) 0.30 17 >999 240 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 1 Row at micipt 1-22, 2-18, 4-17, 8-15, 10-11, 8-12, 2-22 REACTIONS. (size) 22=Mechanical, 11=Mechanical Max Horz 22=-80(LC 12) Max Uplift 22=-817(LC 12), 11=-784(LC 12) Max Grav 22=1387(LC 1), 11=1380(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1748/1323, 4-5=-3083/2300, 5-6=-2489/1871, 6-7=-2687/2031, 7-8=1780/1373, 8-9=-549/465,9-10=592/463, 10-11 =-1 338/1027 BOT CHORD 20-22=-341/607, 18-20=-366/659, 17-18=-1291/1854, 16-17=-2043/2804, 15-16=-137611886,12-15=478/660 WEBS 2-18=-1148/1489,4-18=-1205/1066,4-17=-1130/1646,5-17=-529/872,5-16=-895/717, 7-16=-814/1120,7-15=-1346/1097,8-15=-1160/1588,8-12=-1151/996,10-12=-885/1230, 2-22=-1408/1044 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-5-9, InteNor(1) 3-5-9 to 18-7-2, Exterior(2) 18-7-2 to 19-7-2, Interior(1) 19-7-2 to 31-7-2, Exterior(2) 31-7-2 to 33-0-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically Signed and 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide led b Magid, Michael, PE seaY 9 will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections, using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 817 lb uplift at joint 22 and 784 lb uplift Printed copies of this at joint 11. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Qualify 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 ERIK MELVILLE T21280390 76952 A7 Piggyback Base 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:52 2020 Page 1 ID:m I s?T W UG3iZ?eEyY9 QLybykl5J-6YHwsm Hckc5frNTH5Hl8ni9 DEcN F4wH i7goa U Uyeg pX 3-10-3 7-10-7 15.55 6.7;2 23-0-4 30-7-2 33.24 3-10-3 4-04 7-6-15 6-5-2 7-6-15 22 3x6 II NI 3x8 = 06 = 30 II 5x8 = 221 3 22 23 4 5 24 6 25 7 19 VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED AT EACH END OF TRUSS, TYPICAL. 6.00 191cale=1:58.2 0- 7-10-7 16-7-2 -0 234 30-7-2 -11-0 2 32 33 0- 7-7-3 85-12 6-12 7-6-15 2-3-14 0- 4 Plate Offsets (X,Y)— [3:0-3.8,0-1-81,[7:0-5-8,0-2-121,[18:0-2-4,0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.21 15-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.61 15-17 >781 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.22 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 15 >999 240 Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. WEBS 1 Row at micipt 1-20, 3-15, 6-15, 7-14, 7-10, 8-9, 2-18, 1-18, 2-17 REACTIONS. (size) • 20=Mechanical, 9=Mechanical Max Horz 20=-80(LC 12) Max Uplift 20=-819(LC 12), 9=-782(LC 12) Max Grav 20=1380(LC 1), 9=1387(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1326/1037, 1-2=-509/375, 2-3=-12911951, 3-5=-3151/2317, 5-6=-3151/2317, 6-7=1691/1320, 7-8=506/383, 8-9=-1346/980 BOT CHORD 17-18=-329/623, 15-17=-887/1385, 14-15=-1274/1802, 12-14=-301/458, 10-12=-283/417 WEBS 3-17=-1239/1069, 3-15=-1477/2008, 5-15=430/478, 6-15=-1147/1668, 6-14=-1257/1044, 7-14=-1150/1593,7-10=-1055/929,8-10=-804/1172,2-18=-1295/1033,1-18=-966/1308, 2-17=-1003/1358 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-5-9, Interior(1) 3-5-9 to 30-7-2, Exterior(2) 30-7-2 to 33-0-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 44 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. led b Magid, Michael, PE Seay g 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 819 lb uplift at joint 20 and 782 lb uplift using a Digital Signature. at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M[T�k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/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 ERIK MELVILLE T21280391 76952 A8 Piggyback Base 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:53 2020 Page 1 I D: ml s7T W U G3iZ7eEyY9QLybykl5J-akrJ461 EVwDVSX2Te—GN Kvh M40klp Q9sMUY70xyegpW i 3.10-3 7-11-2 15-5-13 16.7.2 23.0-7 30-7-2 33-2-0 3-10-3 15 7.6.11 1-1-5 6-5-5 7-6-11 2-7-2 Scale=1:61.7 6x8 = 3x4 II 4x6 = 4x4 = 6.00 12 3 22 23 24 4 5 25 6 26 4x4 3x6 11 5x8 = 7 19 5x12 � 4x4 = = 11 VERTICAL SUPPORT OF FREE END 44 OF CHORD IS REQUIRED AT EACH END OF TRUSS, TYPICAL. 0• 7-11-2 16-7-2 23-0-7 U0-7-7-14 30-7-2 32-11-0 33 8.8-0 6-5.5 7-6-11 2314 0. -4 Plate Offsets (X,Y)— [3:0-64,0-3-01,[7:0-5-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.19 15-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.45 15-17 >871 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.21 9 We n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.28 15 >999 240 Weight: 262 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. WEBS 1 Row at midpt 3-15, 6-15, 7-14, 7-10, 8-9 REACTIONS. (size) 20=Mechanical, 9=Mechanical Max Horz 20=172(LC 12) Max Uplift 20=-774(LC 12), 9=-827(LC 12) Max Grav 20=1380(LC 1), 9=1387(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-854/644, 2-3=-148811271, 3-4=-3161/2679, 4-6=-3161/2679, 6-7=-1685/1460, 7-8=-505/415, 1-20=1326/1013, 8-9=-1345/1065 BOT CHORD 17-18=-826/894,15-17=-1174/1374,14-15=-1422/1796,12-14=-330/458,10-12=-311/417 WEBS 3-17=-528/495, 3-15=-1573/2032, 4-15=461/529, 6-15=-1398/1685, 6-14=-125411170, 7-14=-1293/1589,7-10=-1056/1013,8-10=-882/1172,1-18=-796/1113,2-18=-1014/926, 2-17=484/722 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-5-9, Interior(1) 3-5-9 to 7-11-2, Exterior(2) 7-11-2 to 12-7-7, Interior(1) 12-7-7 to 30-7-2, Exterior(2) 30-7-2 to 33-0-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. Sealed b Magid, Michael, PE y 9 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774 Ib uplift at joint 20 and 827 lb uplift using a Digital Signature. at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verity deslgn parameters and 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 properly Incorporate this design Into the overall Iva I' 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 ERIK MELVILLE T21280392 76952 ATA ATTIC 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:55 2020 Page 1 ID:mis?TWUG3IZ?eE,yY9QLybykl5J-X7z3UoJV1XTDigCsmPlrPKnjl gNBHNG9po 1 E5pyegpU -2-6-0 5 0-0 7-10 4 9-8-0 ,11-0-5 13-0-0 14-11-11 16 4-0 18-1-12 21-0-0 26-0-0 28-6-0 2-6-0 ' 5 0-0 2-10.4 1-9-12 ' 1.4-5 1-11-11 1-11-11 1 4-5 1-9-12 2-10-4 5-0-0 2-6-0 3 5x6 = 6.00 12 7 26 4x5 = ax0,— 3x5 = ax0 — 7-10.4 13.0-0 18-1-12 26-0-0 Scale=1:50.4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017rrPI2014 CSI. TC 0.62 BC 0.63 WB 0.58 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.38 14-16 >820 360 -0.59 14-16 >526 240 0.04 12 n/a n/a 0.16 14-16 >999 240 PLATES MT20 MT18HS Weight: 172 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-11 cc purlins. 1-4,10-13: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E JOINTS 1 Brace at Jt(s): 17 WEBS 2x4 SP Nc.3 REACTIONS. (size) 2=0-7-10, 12=0-7-10 Max Horz 2=-328(LC 10) Max Uplift 2=-721(LC 12), 12=-721(LC 12) Max Grav 2=1632(LC 18), 12=1632(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2752/841, 3-5=-2474/699, 5-6=-2021/694, 6-7=-121/465, 7-8=-121/465, 8-9=-2021/694,9-11=-2474/699,11-12=-2752/840 BOTCHORD 2-16=-492/2616, 14-16=-272/2151, 12-14=-583/2400 WEBS 9-14=-137/917. 5-16=-137/917, 6-17=-2568/857, 8-17=-2568/857, 3-16=-610/408, 11-14=-612/407 I9 a NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf: BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-7-5, Interior(1) 0-7-5 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 28-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0111D AC unit load placed on the top chord, 13-0-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically Signed and 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 b Magid, Michael, PE Will fit between the bottom chord and any other members. sealed Y 9 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-17. 8-17 using .a Digital Signature. 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 Printed copies of this 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 2 and 721 lb uplift at document are not considered joint 12. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 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 ERIK MELVILLE T21280393 76952 ATB ATTIC 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:56 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-?JXRi8K7orb4J_n2K6g4yYJujEjROrtl2SmndGyegpT 21-0 5-0-0 7-102-4 9-8-0 11-0-5 13-0-0 14-11-11 164-0 18; 2 21-0-0 25-7-8 2-6-0 5-0-0 2-10-4 1-9.12 1-4-5 1-11-11 1-11-11 1-4-5 1-9.12 2-10 4 4-7-8 Scale=1:50.6 5x6 = 6.00 12 7 24 �d 4x5 = 3x5 = —"'— "" ""' 3x4 = 5x6 = 13-0-0 18-1-12 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.63 BC 0.62 WB 0.56 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defi Ud -0.38 12-14 >819 360 -0.58 12-14 >528 240 0.04 11 n/a n/a 0.16 12-14 >999 240 PLATES MT20 MT18HS Weight: 165 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. 1-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E JOINTS 1 Brace at Jt(s): 15 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 11=0-5-8, 2=0-7-10 Max Horz 2=313(LC 11) Max Uplift 11=-461(LC 12), 2=-728(LC 12) Max Grav 11=1469(LC 19), 2=1614(LC 18) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2715/887, 3-5=-2431/746, 5-6=-19791704, 6-7=-125/450, 7-8=-130/443, 8-9=-1987/736, 9-10=-2401/795, 10-11=-2634/948 BOT CHORD 2-14=-705/2544, 12-14=-411/2067, 11-12=-729/2250 WEBS 5-14=-134/915, 9-12=172/839, 6-15=2503/934, 8-15=-2503/934, 3-14=-624/386, 10-12=489/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-7-5, Interior(1) 0-7-5 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interier(1)16-0-0 to 25-7-8 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) 200.01b AC unit load placed on the top chord, 13-0-0 from left end, supported at two points, 4-0-0 apart. electronically signed and y SI g 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Magid, Michael, PE 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members. Printed copies Of this 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-15, 8-15 document are not considered 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 lb uplift at joint 11 and 728 lb uplift at joint 2. signature must be verified 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. On any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall�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 Ply ERIK MELVILLE T21260394 76952 ATC ATTIC �Qty 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:18:59 2020 Page 1 I D:mis7TWUG3iZ7eE,yY9QLybykl5J-PuCaKAM75mzfASWd7FNnZAxMJRh5D7JkkP7REayegpQ 2 6 0 5-0-0 7-10- 9-8-0 11-0-5 14-8-0 18-1-12 25-7-8 2-6-0 5 0-0 T10 4 1-9-12 1-4-5 3-7-11 3-5-12 7-5-12 3 6x8 = 3x4 11 7 20 21 22 8 23 24 Scale=1:49.8 4x6 = 4x10 = 3x4 = '"" - 7x8 = ix6 25-7-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171rP12014 CSI. TC 0.80 BC 0.82 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.61 11-13 >497 360 -1.17 11-13 >262 240 0.03 2 n/a n/a 0.65 11-13 >472 240 PLATES GRIP MT20 244/190 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, 4-7: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Excepr WEBS 1 Row at midpt 9-10, 9-11 8-11: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 14, 15 REACTIONS. (size) 10=0-5-8, 2=0-7-10 Max Horz 2=601(LC 12) Max Uplift 10=-547(LC 9), 2=-654(LC 12) Max Grav 10=1593(LC 18), 2=1690(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2639/664, 3-5=-2149/455, 5-6=-1756/444, 6-7=-1311/369, 7-8=-1260/475, 8-9=-1557/593, 9-10=-1674/800 BOT CHORD 2-13=-1067/2458, 11-13=-639/1672 WEBS 5-13=-59/771, 11-14=-627/549, 8-14=-628/565,9-11=-848/2244,6-15=-420/163, 14-15=-412/164,3-13=-1030/562 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7.4 to 0-7-5, Interior(1) 0-7-5 to 14-8-0, Exterior(2)14-8-0 to 18-10-15, Interior(1) 18-10-15 to 25-5-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0I15 AC unit load placed on the top chord, 13-0-0 from left end, supported at two points, 4-0-0 apart. This item has been 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This has been designed sealed by Magid, Michael, PE truss 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. using a Digital Signature. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-15, 14-15 Printed copies of this 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 document are not considered 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift atjoint 10 and 654 lb uplift signed and sealed and the at joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Signature must be Verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �- building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and SCSI Bullding 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 ERIK MELVILLE T21280395 76952 ATD ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:00 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-t4myYVNds35Woc4pZyuO6OUYkr13yapuz3k?ml yegpP 5-0-0 7-10-4 9-8-0 11-0-5 14-0.0 1&8-0 16- 12 25-7-8 5.0.0 2-10-4 1-9-12 1-4-5 2-11-11 2-8-0 0-1- 2 8-9-12 7x8 MT18HS = 6.00 12 21 22 23 4x5 = 12 10 9 4x12 = 3x41 — 8-8-0 1 3x10 7x8 = Scale =1:57A LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.76 BC 0.77 WB 0.88 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.64 10-12 >478 360 -1.26 10-12 >242 240 0.03 1 n/a n/a 0.81 12 >377 240 PLATES MT20 MT18HS Weight: 192 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purling, 1-5: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 8-9. 8-10 7-10: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 13, 14 REACTIONS. (size) 9=0-5-8, 1=0-7-10 Max Horz 1=538(LC 12) Max Uplift 9=-574(LC 12), 1=-390(LC 12) Max Grav 9=1578(LC 18), 1=1517(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2584/670, 2-3=-2033/401, 3-4=-1692/370, 4-6=-1873/563, 6-7=-13571470, 7-8=-1449/586, 8-9=-15761845 BOT CHORD 1-12=-1147/2453, 10-12=-633/1567 WEBS 3-12=-142/598, 10-13=-459/484, 7-13=-152/351,8-10=-815/2036,4-14=-147/296, 13-14=-147/296, 2-12=-1162/712,6-13=-724/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 16-8-0, Exterior(2) 16-8-0 to 20-10-15, Interior(1) 20-10-15 to 25-5-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 13-0-0 from left end, supported at two points, 4-0-0 apart. This item has been 4) Provide adequate drainage to prevent water ponding. electronically Signed and 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. sealed by Magid, Michael, PE 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-14, 13-14 document are not considered 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 SI g signed and sealed and the 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 9 and 390 lb uplift at joint 1. signature must be verified 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. on any electronic Copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 5/1912020 BEFORE USE. Design valid for use only with MMek01 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH 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 ERIK MELVILLE T21280396 76952 C Monopitch 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:01 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-LHKKIrOGdNENOmfO6gPFfbl ofFUeh9u 1 BjUYITyegpO 8-1-7 16-3-2 8-1-7 8-1-11 Scale: 1r4-=1' .- 1 5 3x4 = 2x3 II 3x6 = 6x8 = ' 8-1-7 8-1-7 16-3-2 8-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) -0.09 5-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 5-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/ P12014 Matrix -MS Wind(LL) 0.07 7-10 >999 240 Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing. WEBS 1 Row at micipt 4-5. 2-5 REACTIONS. (size) 1=0-7-10, 5=0-5-8 Max Horz 1=518(LC 12) Max Uplift 1=-264(LC 12), 5=-540(LC 12) Max Gram 1=646(LC 17), 5=706(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-901/302, 4-5=-210/318 BOT CHORD 1-7=-689/802, 5-7=-689/802 WEBS 2-7=0/360, 2-5=-902/779 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-1-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 1 and 540 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■ii��•��� 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=ptional) T21 27 76952 C1 Monopitch 2 Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:02 2020 Page 1 ID:mis7TWUG3iZ7eE,yY9QLybykl5J-gTuiyBPuOhME2vECgNwUBpZ_erSQUIBQND5r yegpN 6-11-3 13-10-10 6-11-3 6-11-7 Scale = 1:41.9 i 3x4 = 2x3 II 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 4-5 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.10 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.04 5-8 >999 240 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-7-10, 4=0-5-8 Max Horz 1=442(LC 12) Max Uplift 1=-224(LC 12), 4=-462(LC 12) Max Grav 1=551(LC 17), 4=602(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-757/267, 34=180/293 BOT CHORD 1-5=-604/672, 4-5=-604/672 WEBS 2-5=0/305, 24=-758/685 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 9-3-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3,Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-8-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 1 and 462 lb uplift at joint 4. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSV7P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply ERIK MELVILLE T21280398 76952 D HALF HIP 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:03 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-IfS5AXPW9_U5f3pOE5Sjk067W2A99zBKfl zfNMyegpM 2-6 0 7-0-0 11-7-13 19-7-13 27.6-0 35.6-0 2 6 0 7-0-0 4-7-13 8-0-0 7-10.4 8-0-0 S.00 112 Scale: 3/16'=l' 5x8 = 3x4 11 4x4 = 4x8 = 4x4 = 5x6 = 321 422 23 24 5 6 25 7 26 8 6x8 = 3x6 I 4x6 = 3x4 II 3x6 = 3x4 = 3x6 = 3x5 = 19-7-13 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TIC 0.46 BC 0.36 WB 0.71 Matrix -MS DEFL. in (loc) Well L/d Vert(LL) -0.09 9-10 >999 360 Vert(CT) -0.19 9-10 >999 240 Horz(CT) 0.02 9 n/a n/a Wind(LL) 0.14 15-18 >974 240 PLATES GRIP MT20 244/190 Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-13, 7-12, 8-10 Left: 2x4 SP No.3 REACTIONS. (size) 9=0-5-8, 24-7-10, 13=0-7-10 Max Horz 2=355(LC 12) Max Uplift 9=-544(LC 9), 2=-643(LC 12), 13=-1374(LC 12) Max Grav 9=838(LC 1), 2=415(LC 1), 13=1731(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-36/446, 3-4=-478/589, 4-5=-478/589, 5-7=-967/775, 7-8=-1200/935, 8-9=-767/695 BOT CHORD 2-15=-557/22, 13-15=-576/24, 12-13=775/967, 10-12=-935/1200 WEBS 3-15=-501/217, 3-13=-698/1187, 4-13=-438/494, 5-13=-1718/1271, 5-12=-38/396, 7-12=-261/221, 7-10=-398/495, 8-10=-1016/1297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-11-6, Interior(1) 0-11-6 to 7-0-0, Exterior(2) 7-0-0 to 12-0-0, Interjor(1) 12-0.4 to 35-4-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 9, 643 lb uplift at sealed by Magid, Michael, PE joint 2 and 1374 lb uplift at joint 13. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and 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 ERIK MELVILLE T21280399 76952 D1 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:06 2020 Page 1 I D: m Is?T W UG3iZ?eEyY9 QLybykl5J-i E7DoZSORvsf WXYrvDTQMfkZyG9 CMLTmL?BJ_gyegpJ 2-6-0 _, 9-M 11-7-13 19-7-13 27-6-0 35-6-0 2 6 0 9-0-0 2-7-13 8-0-0 7-10-4 8-0-0 5x8 = 3x4 II 21 22 4x4 = 4x8 = 23 5 6 24 4x4 = 25 Scale: 3/16-=l' 5x6 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x6 II 4x6 = 3x4 II 11-7-13 35 19-7-13 27-6-0 -6-0 9-0-0 2-7-13 8-0-0 7-10.4 80-0 Plate Offsets (X,Y)— [2:0-0-0,0-0-31,[3:0-54,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.37 15-18 >375 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.24 15-18 >577 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (size) 9=0-5-8, 2=0-7-10, 13=0-7-10 Max Horz 2=419(LC 12) Max Uplift 9=-597(LC 9), 2=-736(LC 12), 13=-1224(LC 12) Max Grav 9=885(LC 1), 2=511(LC 1). 13=1589(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-138/532, 3-4=-53/342, 4-5=-53/342, 5-7=-923/914, 7-8=-1029/889, 8-9=-8151784 BOT CHORD 2-15=-681/126, 13-15=-7021128, 12-13=-914/923, 10-12=-889/1029 WEBS 3-15=-671/264, 3-13=-555/1139, 4-13=-330/387, 5-13=-1356/963, 5-12=0/360, 7-10=-448/590, 8-10=-102511180 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 7-5-2 oc bracing. 1 Row at midpt 5-13, 7-12, 8-10 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-11-6, Interior(1) 0-11-6 to 9-0-0, Extedor(2) 9-0-0 to 14-04, Interior(1) 14-0-4 to 3544 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 9, 736 lb uplift at joint 2 and 1224 lb uplift at joint 13. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or 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 ANSYnPl1 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 MELVILLET21280400 76952 D2 HALF HIP 1 1�.ERIIK ob Reference o tional Chambers I russ, Inc., Fort vierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:08 2020 Page 1 ID:mis?TWUG31Z7eEyY9QLybykl5J-edF_DFTf7X6NmgiM1 e1 uR4pyY3tRgBN3oJgQ2ZyegpH 2 00 5-7-10 11-0-0 19-2-9 27-3-7 35-6-0 2 6-0 5 7-10 5-4-6 8-2-9 8-0-13 8-2-9 3 Scale: 3/16"=l' 4x8 = 6x8 = 3x4 II 4x8 = 4x4 = 5x6 = 4 5 22 23 24 6 7 25 8 26 9. 45 = 3x4 II 3x6 =6x8 = 3x10 = 3x6 = 3x4 = 3x6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.57 BC 0.36 WB 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefi L/d -0.09 10-11 >999 360 -0.20 10-11 >999 240 -0.01 10 n/a n/a 0.08 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 233 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 5-13. 8-13, 9-11 REACTIONS. (size) 10=0-5-8, 2=0-7-10, 14=0-7-10 Max Horz 2=483(LC 12) Max Uplift 10=-537(LC 9), 2=-572(LC 12), 14=-1453(LC 12) Max Grav 10=901(LC 18), 2=444(LC 1), 14=1689(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=195/392, 3-4=-526/433, 4-5=-375/328, 5-6=-675/401, 6-8=-675/401, 8-9=-847/593, 9-10=-791/670 BOT CHORD 2-16=-698/213, 14-16=-698/213, 13-14=-328/375, 11-13=-593/847 WEBS 3-16=-457/219, 3-14=-496/1127, 5-13=-938/1218, 6-13=-466/505, 8-11=-414/469, 9-11=-718/1019, 5-14=-1317/1298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-11-6, Interior(1) 0-11-6 to 11-0-0, Exterior(2) 11-0-0 to 16-0-4, Interior(1) 16-0-4 to 35-4-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 10, 572 lb uplift at sealed by Magid, Michael, PE joint 2 and 1453 lb uplift at joint 14. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 bat a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280401 76952 D3 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:12 2020 Page 1 I D: mis?T W U G3iZ?eE_rY9QLybykl5J-XOV U3 cW91 Icp ES?7G U6gbwyrg F4 m3TfjxedBKyegpD 2-61 1 7-0-0 11-7-13 13-0-0 20-6-9 27-11-7 35-6-0 2-6 0 7-0-0 4 7-13 1-4-3 7-6-9 7 4-13 7 6 9 5x8 = 6.00 12 3x8 11 6 24 2526 3x4 II 4x8 = 4x4 = 27 Scale: 3/16-=l' 5x6 = P8 10 4x5 = 3x4 II 3x6 =6x8 = 3x4 II 3x8 = 3x5 = 3x6 3x6 = 20.6-9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.43 BC 0.31 WB 0.58 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.09 14-15 >999 360 -0.20 14-15 >999 240 0.03 11 n/a n/a 0.12 18-21 >999 240 PLATES GRIP MT20 244/190 Weight: 249 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-7 cc bracing. WEBS 1 Row at midpt 10-11, 6-14. 10-12 REACTIONS. (size) 11=0-5-8, 2=0-7-10, 16=0-7-10 Max Horz 2=548(LC 12) Max Uplift 11=-664(LC 9), 2=-822(LC 12), 16=-1063(LC 12) Max Grav 11=1141(LC 18), 2=873(LC 1). 16=1049(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-980/776, 4-5=-742/270, 5-6=-906/521, 6-7=-1135/810, 7-9=-1135/810, 9-10=-935/662, 10-11=-1008/837 BOT CHORD 2-18=-1081/786, 16-18=-1081/786, 15-16=-378/629, 14-15=-373/631, 12-14=-662/935 WEBS 4-18=428/213, 4-16=-324/906, 6-14=-587/728, 7-14=-50559, 9-14=-205/278, 9-12=-663/656, 10-12=-890/1251, 5-16=-718/602 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-11-6, Interior(1) 0-11-6 to 13-0-0, Exterior(2) 13-0-0 to 18-0-4, Interior(1) 18-0-4 to 35-4-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 11, 822 lb uplift at sealed by Magid, Michael, PE joint 2 and 1063 lb uplift at joint 16. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MiTek' 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/TPI! 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 ERIK MELVILLE T21280402 76952 D4 HALF HIP ]Ply 1 1 Job Reference (optional) 3 oars I russ, Inc., t-ort Pierce, FL 8.330 s Jul 22 2020. MiTek Industries, Inc. Fri Sep 11 14:19:13 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-7b2tGyXno3kgscaJpBd387Wrb4cKVSvoybOBkmyegpC -2-6-0 6-1-6 7-7-10 11-7-13 15-0-0 21-10-9 28-7-7 35-6-0 2-6-0 6-1-6 1-0 4 4-0-3 3-4-3 6-10-9 6-8-13 6-10-9 Scale: 3/16"=l' 6x8 = 4x4 = 4x8 = 4x4 = 5x6 = 6.00 12 523 24 25 6 726 8 27 _ 45 = 3x4 II 3x6 =6x8 = 3x8 = 3x4 = 3x4 = 3x6 II 11-7-13 3x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.43 BC 0.25 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.05 12-14 >999 360 -0.11 12-14 >999 240 -0.02 10 n/a n/a 0.06 17-20 >999 240 PLATES GRIP MT20 244/190 Weight: 267 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 6-14, 9-11 REACTIONS. (size) 10=0-5-8, 2=0-7-10, 15=0-7-10 Max Horz 2=612(LC 12) Max Uplift 10=-573(LC 9), 2=-577(LC 12), 15=-1409(LC 12) Max Grav 10=1008(LC 17), 2=527(LC 1), 15=1564(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-342/295, 34=478/278, 4-5=-376/144, 5-6=-305/188, 6-8=739/503, 8-9=-645/447, 9-10=-882/727 BOT CHORD 2-17=-736/343, 15-17=-731/342, 12-14=-503/739, 11-12=-447/645 WEBS 3-17=448/241,4-15=-129011144,4-14=-695/862, 5-14=-1 52/285, 6-14=-679/536, 8-11=-527/560, 9-11=-677/972, 3-15=4931994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-11-6, Interior(1) 0-11-6 to 15-0-0, Exterior(2) 15-0-0 to 20-0-4, Interior(1) 20-0-4 to 35-4-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 lb uplift at joint 10, 577 lb uplift at b Magid, joint 2 and 1409 lb uplift at joint 15. sealed Y 9 Michael, 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. Michael S. Magid PE No.63681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. M Design valid for use only with Tek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 quality Cdferia, 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 ERIK MELVILLE T21280403 76952 D5 HIP 1 1 Job Reference (optional) o.d3u s Jui Zz Zuzu mi i eK nausmes, Inc. t-n Sep 11 14:1`J:1d Zulu rage 1 I D: mis7TW UG3iZ7eEyY9QLybykl5J-MYsmJfbwd bNyyNTHckD ErBEhL5FBAiwX6t5yPyeg p7 2-6-0 511-9 8-7-10 11-7-13 17-0-0 25-10-11 34-9-5 3 3 43-8-0 -10 2-6-0 5-11-9 2-8-1 3-0-3 5-4 8-10-11 8-10-11 0- 5 8 4-12 -2-6 6x8 = 6.00 12 625 Scale=1:81.9 5x6 44 = 4x8 = 44 = 4x8 = 26 27 7 8 9 28 10 11 4x5 = 3x4 II 6x8-= 3x6 =V 3x4 = 3x6 = 3x4 = 3x6 II 3x8 = 11-7-13 17-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.19 12-13 >604 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.35 12-13 >324 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 18-19 >999 240 Weight: 321 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-15,11-13: 2x4 SP M 30 WEBS 1 Row at midpt 6-16, 7-16, 7-15, 9-13, 11-12 REACTIONS. All bearings 0-7-10 except Qt=length) 13=0-5-8, 12=0-5-8. (lb) - Max Horz 2=641(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-586(LC 12), 18=-1455(LC 12), 13=-549(LC 12). 12=-415(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=556(LC 1), 18=1579(LC 1), 13=1291(LC 17), 12=566(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=407/326, 3-5=-437/216, 5-6=-604/393, 6-7=-503/459, 7-9=780/720, 9-10=-253/404, 10-11=-340/473, 11-12=460/640 BOT CHORD 2-19=-796/392, 16-19=-796/392, 15-16=-668/770, 13-15=-352/253 WEBS 3-19=-431/237, 5-18=-1311/1275, 5-16=-722/831, 6-16=-174/316, 7-16=442/416, 7-15=-274/366, 9-15=4601795, 9-13=-1065/1001, 11-13=4581319, 3-18=483/956 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=45ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 1-10-10, Interior(1) 1-10-10 to 17-0-0, Exterior(2) 17-0-0 to 23-4-2, Intedor(1) 23-4-2 to 43-8-0, Exterior(2) 43-8-0 to 44-8-10 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) Provide adequate drainage to prevent water ponding. electronically Signed and 4) This truss has been designed fora 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 sealed by Magid, Michael, PE will fit between the bottom chord and any other members, with BCDL = 10.0psf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586 lb uplift at joint 2, 1455 lb uplift at Printed copies of this joint 18, 549 lb uplift at joint 13 and 415 lb uplift at joint 12. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �® Val- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ERIK MELVILLE T21280404 76952 D6 HIP 1 1 Job Reference (optional) a.ncnwais r r uss, uic., runt rrerce, rL 0.3JU S Jul Z2 2UZU MI I eK Inaustnes, Inc. Fn Sep i l 14:19:ZU ZUZU Page 1 I D:m Is?T W U G 3iZ?e EyY9QLybykl5J-IxzW kLdA8D dg Cg cfk9FiwcJw5vwleczgZBa2Tsyegp5 2-60 , 511-9 9-7-10 i1-7-13 19-0-0 26-7-4 34-0-12 41.8-0 44-7-10 47-2-'14 2 6-03-8-1 2-0-3 7�-3 7-7 4 7-5 8 7-7 4 2-11-10 2-7-0 6.00 12 6x8 = 4x4 = 4x6 = 3x4 II 6 28 729 8 9 30 31 6x8 = 10 32 Scale = 1:85.3 cc a, is to 10 I. 14 IS 4x6 — 3x4 II 6x8 = 3x6 = 4x5 = 3x5 = 3x6 = 3x8 = 3x4 II 10x10 = 4x6 11 5-11-9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.92 BC 0.54 WB 0.93 Matrix -MS DEFL. in (loc) Ildefl L/d Vert(LL) -0.28 15-16 >999 360 Vert(CT) -0.52 15-16 >762 240 Horz(CT) -0.01 14 n/a n/a Wind(LL) 0.30 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 373 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-21, 5-19, 6-19, 6-18, 7-18, 9-16, 10-16, Left: 2x4 SP No.3 10-15, 11-14, 12-13, 12-14 REACTIONS. All bearings 0-7-10 except Qt=length) 14=0-5-8, 13=0-5-8. (lb) - Max Horz 2=564(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-410(LC 12), 21=-1942(LC 12), 14=-1036(LC 17), 13=-1084(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2 except 21=2722(LC 17), 14=444(LC 9), 13=2304(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=243/849, 3-5=-889/1128, 5-6=-738/535, 6-7=-119811041, 7-9=-1321/1134, 9-1 0=-1 321/1134, 10-11 =-1 182/916, 11-12=-754/510, 12-13=-2430/1568 BOT CHORD 2-22=-786/0, 21-22=-786/0, 19-21 =-870/654, 18-19=-367/640,16-18=-793/1244, 15-16=-511/839, 14-15=-514/838 WEBS 3-22=-451/227, 5-21=-2436/1930, 5-19=-1240/1873, 6-19=-908/847, 6-18=-741/1057, 7-18=-627/631, 9-16=-547/620, 10-16=611/821, 11-14=1087/876, 12-14=-1564/2550, 3-21=-502/947 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 2-1-7, Interior(1) 2-1-7 to 19-0-0, Exterior(2) 19-0-0 to This item has been 25-8-3, Interior(1) 25-8-3 to 41-8-0, Exterior(2) 41-8-0 to 47-1-2 zone; porch left exposed;C-C for members and forces & MWFRS for electronically signed and reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. sealed Magid, Michael, PE y g 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. , document are not Considered 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 2, 1942 lb uplift at signed and sealed and the joint 21, 1036 lb uplift at joint 14 and 1084 lb uplift at joint 13. 7) This truss has large uplift reaction(s) from gravity load case(s) at Joint 14. Proper connection is required to secure truss signature must be verified against upward movement at the bearings. Building designer must provide for uplift reactions indicated. On any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL $3610 Date: September 11,2020 ®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 /� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliT®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 ANSHTP11 quality Criteria, OSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 a Job Truss Truss Type Qty Ply ERIK MELVILLE T21280405 76952 D7 PIGGYBACK BASE 1 1 Job Reference o tlonal • �•• •_, O.000 s Jul zz LULU wtl t ex inuustnes, Inc. rn cap i 174:1e24 zuzu rage l ID:mis7TWUG3iZ1eEyY9QLybykl5J-AiD1 ajghCR76glwRz7Ke4SUisW KuaWwQUoYGceyegpl -2-" , 5 11-9 9-7-10 11-7-13 19.0.0 26.7-4 34-0-12 41-8-0 47-2-14 2-6-0 5 11-9 3 8-1 2-0-3 7-4-3 7-7-4 7-5 8 7-7 4 5-6-14 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY Scale=1:84.9 BRACED BY PURLINS AT 2-M O.C. MAXIMUM. TYPICAL FOR ALL APPLICABLE TRUSS DESIGNS IN THIS JOB. 4x4 = 4x6 = 3x4 II 6x8 = 6x8 = 6 26 727 8 9 28 29 10 30 5x6 4x6 �4x5 - 11 6.00 12 5 25 4 0 4x4 i N d 3 rn �24 1 2. , \ 20 19 31 18 17 32 16 15 14 33 13 34 12 4x5 — 3x4 II 6x8 = 3x6 = 3x5 = 3x5 = 3x6 = 3x8 = 3x5 = 3x6 II &11-9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL_ 10.0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.10 14-16 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 14-16 >999 240 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 12 n/a n/a Code FBC20171TP12014 Matrix -MS Wind(LL) 0.09 14-16 >999 240 Weight: 362 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 5-17, 6-17, 6-16, 7-16, 7-14, 9-14. 10-14, 10-13, 11-12, 11-13 REACTIONS. (size) 2=0-7-10, 19=0-7-10, 12=0-5-8 Max Horz 2=564(LC 12) Max Uplift 2=-597(LC 12), 19=-1672(LC 12), 12=-855(LC 12) Max Grav 2=534(LC 21), 19=2124(LC 17), 12=1587(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=354/338, 3-5=-373/298, 5-6=-10741770, 6-7=-135211174, 7-9=-1317/1169, 9-10=-1317/1169, 10-11=-908/735, 11-12=-1497/1196 BOT CHORD 2-20=-678/315, 19-20=-678/315, 16-17=-580/947, 14-16=-926/1395, 13-14=-521/739 WEBS 3-20=-441/217, 5-19=-1865/1592, 5-17=-926/1300, 6-17=-601/652, 6-16=-628/826, 7-16=-458/535, 9-14=-479/556, 10-14=-652/949, 10-13=-712/710, 11-13=-848/1196, 3-19=-448/907 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 2-1-7, Interior(1) 2-1-7 to 19-0-0, Exterior(2)19-0-0 to 25-8-3, Interior(1) 25-8-3 to 41-8-0, Exterior(2) 41-8-0 to 47-1-2 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 2, 1672 lb uplift at joint 19 and 855 lb uplift at joint 12. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlf 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 MELVILLET21280406 76952 D8 PIGGYBACK BASE 1 JERIK Reference o tional ...... d.aau s uul zz zuzu mi i ex industries, Inc. rn bep i i 14:1`J:zb zuzU rage 1 I D: mis?T W UG3iZ?eE_rYg QLybyklSJ-75Ln?Ohxk3Ngwb4p4QM6AfZ2YKOR2QMjx62Nh W yegp? -2-0 0 5-11-9 9-7-10 11-7-13 19-0-0 26-7-4 34 0-12 41-8-0 47-0-14 2 6-0 5 11-9 3 8-1 7�-3 7-7-0 7-5 8. 7-7 4 5 4-14 �i 6x8 = 4x4 = 4x6 = 3x4 II 6 26 7 27 8 9 28 29 6x8 = 10 30 Scale=1:84.6 4x5 — 3x4 II 6x8 = 3x6 = 3x5 = 3x5 = 3x6 = 3x8 = 3x5 = 3x6 II 41-8-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017ITP12014 CSI. TC 0.48 BC 0.37 WB 0.49 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.09 14-16 >999 360 -0.18 14-16 >999 240 0.03 12 n/a n/a 0.09 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 362 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 5-17, 6-17, 6-16, 7-16, 7-14, 9-14, 10-14, 10-13, 11-12, 11-13 REACTIONS. (size) 2=0-7-10, 19=0-7-10, 12=0-3-8 Max Horz 2=570(LC 12) Max Uplift 2=-596(LC 12), 19=-1669(LC 12), 12=-851(LC 12) Max Grav 2=534(LC 21), 19=2114(LC 17), 12=1575(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-354/335, 3-5=-377/297, 5-6=-1066/763, 6-7=-1337/1163, 7-9=-1296/1154, 9-10=-1296/1154,10-11=-880/715,11-12=-1490/1192 BOT CHORD 2-20=-681/316, 19-20=-681/316, 16-17=-579/940, 14-16=-921/1381, 13-14=-508/716 WEBS 3-20=-441/217, 5-19=-1855/1587, 5-17=-921/1292, 6-17=-597/649, 6-16=-620/813, 7-16=-452/528, 9-14=-479/557, 10-14=-659/954, 10-13=-725/720, 11-13=-849/1191, 3-19=448/907 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-7-4 to 2-14, Interior(1) 2-1-4 to 19-0-0, Exterior(2)19-0-0 to 25-7-14, Interior(1) 25-7-14 to 41-8-0, Exterior(2) 41-8-0 to 46-11-2 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically Signed and 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between sealed b Magid, Michael, PE Y 9 will the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift at joint 2, 1669 lb uplift at using a Digital Signature. joint 19 and 851 lb uplift at joint 12. Printed Copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MOW I Vi� lek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply MELVILLE T21280407 76952 D9 PIGGYBACK BASE 1 1 IERIK Job Reference o tlonal � ��• �•��� o.J3U a Jul zz zuzu mi I eK 1naus[nes, Inc. t-n sep 11 14:19:27 ZUZU Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-bHv9CkiZVMVhYJfOe7tLi46E3jM3nsl sAmnwDzyegp_ 2-6-0 6-4-14 9-7-10 12 6 6 19-0-0 26-7-4 34-0-12 41-8-0 45-2 4 2-6-0 66 .14 3-2-13 2-10-12 6-5-10 7-7-4 7-5-8 7-7r1 3-6 4 6x8 = 6.00 12 6 4x4 = 4x6 = 3x4 II 6x8 = 25 7 26 8 9 27 28 10 Scale = 1:81.4 I ,v ,v w 11 4x5 — 3x4 II 6x8 = 3x6 = 3x5 = 3x5 = 3x6 = 3x8 = 3x5 = 3x6 II 6-4-14 34-0-12 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017/TPI2014 CSI. TC 0.43 BC 0.34 WB 0.52 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.09 13-14 >999 360 -0.17 13-14 >999 240 -0.02 12 nla file 0.08 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 356 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 5-17, 6-17, 6-16, 7-16, 7-14, 9-14. 10-14, 10-13, 11-12, 11-13 REACTIONS. (size) 2=0-7-10, 19=0-10-13, 12=0-5-8 Max Horz 2=630(LC 12) Max Uplift 2=-621(LC 12), 19=-1660(LC 12), 12=-782(LC 12) Max Grav 2=567(LC 21), 19=2015(LC 17), 12=1383(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-411/377, 3-5=-422/294, 5-6=-871/577, 6-7=-1146/957, 7-9=-1057/921, 9-10=-1057/921,10-11=-554/455,11-12=-1386/1079 BOT CHORD 2-20=-793/371, 19-20=-793/371, 16-17=-476/755, 14-16=-796/1175, 13-14=-325/449 WEBS 3-20=-471/248, 5-19=-1753/1498, 5-17=-851/1182, 6-17=-621/670, 6-16=-579/752, 7-16=4121495, 9-14=-478/561, 10-14=-709/1001, 10-13=-833/809, 11-13=838/1150, 3-19=-519/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=20ft; 8=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 1-11-0, Interior(1)1-11-0 to 19-0-0, Exterior(2) 19-0-0 to 25-4-11, Interior(1) 25-4-11 to 41-8-0, Exterior(2) 41-8-0 to 45-0-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ' electronically Signed and 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. sealed b Magid, Michael, PE Y 9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 2, 1660 lb uplift at using a Digital Signature. joint 19 and 782 lb uplift at joint 12. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p /�• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI�Te 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 ANSI7TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, M6904 Parke East Blvd. D 20601 Tempe, Parke 36610 East Job Truss Truss Type Qty Ply T21280408 76952 D9A PIGGYBACK BASE 1 1 �ERIKMELVILLE Job Reference (optional) •- • •- o.oJu s oui cc cucu Iwl i eK rrausines, Inc. rn oep 11 i4:1a:su zuzu vage 1 ID: mis?T W UG3iZ?eEyY9QLybykl5J-?sa IgmkSoHtFP D N aJF R2Kj ld ]xNz_9KIsk0apHyegox 2-6-0 7144 4-14 9-7-10 14-6-6 19-0-0 26-7-4 34-0-12 41-8-0 45-2-4 2-6-0 7-4-14 2-2-13 4-10-12 4-5-16 7-7-4 7-5-8 7-7-4 3-6-4 6x8 = 6.00 12 6 4x4 = 4x6 = 3x4 II 6x8 = 26 7 27 8 9 28 29 10 Scale=1:81.4 4x5 —_ 3x4 II 3x6 = 3x5 = 3x5 = 3x6 = 3x8 = 3x5 = 3x6 II 6x8 = 26-7-4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.43 BC 0.33 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.09 13-14 >999 360 -0.16 13-14 >999 240 -0.03 12 n/a n/a 0.12 20-23 >999 240 PLATES GRIP MT20 244/190 Weight: 359 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 5-17, 6-17, 6-16, 7-16, 7-14, 9-14, 10-14, 10-13, 11-12, 11-13 REACTIONS. (size) 2=0-7-10, 19=0-10-13, 12=0-5-8 Max Horz 2=630(LC 12) Max Uplift 2=-733(LC 12), 19=-1699(LC 12), 12=-723(LC 12) Max Grav 2=672(LC 21), 19=1944(LC 2), 12=1317(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-592/607, 3-5=-351/232, 5-6=-639/395, 6-7=-1011/814, 7-9=-983/834, 9-10=-983/834,10-11=-527/424,11-12=-1320/1003 BOT CHORD 2-20=-988/492, 19-20=-988/492, 16-17=-264/527, 14-16=-653/1019, 13-14=-299/426 WEBS 3-20=-537/303, 5-19=-1679/1396, 5-17=-775/1096, 6-17=-738/758, 6-16=-680/842, 7-16=-475/574, 9-14=-476/558, 10-14=-610/894, 10-13=-773/746, 11-13=-770/1091, 3-19=-647/1246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=20ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 1-11-0, Interior(1) 1-11-0 to 19-0-0, Exterior(2)19-0-0 to 25-4-11, Interior(1) 25-4-11 to 41-8-0, Exterior(2) 41-8-0 to 45-0-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water por ding. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically signed and 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. sealed b Magid, Michael, PE y g 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 733 lb uplift at joint 2, 1699 lb uplift at using a Digital Signature. joint 19 and 723 lb uplift at joint 12. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p quo 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 iVliTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/i Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply ERIK MELVILLE T21280409 76952 F Common 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5-7-10 7-5-2 5x6 = 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:33 2020 Page 1 5-4-6 22-0-0 Scale = 1:43.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.15 8-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.03 6 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 8-10 >999 240 Weight: 133 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 6=0-7-10 Max Horz 2=279(LC 11) Max Uplift 2=-783(LC 12), 6=-783(LC 12) Max Grav 2=1036(LC 1), 6=1036(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1378/949, 3-4=-1213/933, 4-5=-1213/933, 5-6=-1378/948 BOT CHORD 2-10=-574/1288, 8-10=-309/871, 6-8=-660/1151 WEBS 4-8=-302/495, 5-8=-295/358, 4-10=-302/493, 3-10=-295/359 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 11-0-0, Extedor(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 24-7-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 4) • This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 783 lb uplift at joint 2 and 783 lb uplift at joint 6. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall HT 11- building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPN 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 ERIK MELVILLE T21280410 76952 F1 Common 3 1 Job Reference (optional) I s i rubs, inc., Puri Pierce, Pt_ 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:35 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-MpNBuTobcpWYV_GY6pOD1 mRbEy6gfYW 10OjLUVyegos -2-6-0 5-7-10 11-0-0 16-4-6 22-0-0 2-6-0 5-7-10 5-4-6 5.4-6 5-7-10 Scale=1:41.1 5X6 = ...... — DXb = 6 I9 d 7-5-2 14-6-14 22-0-0 7-5-2 7-1-13 7-5-2 Plate Offsets (X,Y)— [2:Edge,0-0-71, [6:0-0-0,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.08 7-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.15 7-9 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.30 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 7-9 >999 240 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-7-10 Max Horz 2=271(LC 11) Max Uplift 6=-533(LC 12), 2=-799(LC 12) Max Grav 6=871(LC 1), 2=1045(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1396/1013,3-4=-1232/997,4-5=-1265/1062, 5-6=-1433/1081 BOT CHORD 2-9=789/1259, 7-9=-441/843, 6-7=-830/1215 WEBS 4-7=-345/540, 5-7=-328/393, 4-9=-293/493, 3-9=-295/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 22-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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, with BCDL = 10.Opsf. This item has been 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 lb uplift at joint 6 and 799 lb uplift at electronically Signed and joint 2. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19/2020 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 pennanant bracing MiTek* 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 ANSVTPI1 Quality Criteria, DS&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 Type city Ply ERIK MELVILLE SPECIAL 1 T21280411 Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:37 2020 Page 1 I D: mis?T W UG3iZ?eEyY9QLybykl5J-ICVxJ 9q r8 RmG kl PxDE3h6 B W uH IjO7 KRKTKCSZNyegoq 2-6-0 5-9-10 11-0-0 3-0-0 21-4-1 29-8-3 36-7-10 44-0-0 44- 13 51-4-6 51 -0 60-8-0 3-2-0 2-6-0 5-9-10 5-2-6 -0-0 8-4-2 8-4.2 6-11-7 7-4-6 0-1-13 7-2-9 0-3- 0 9-0-0 256-0 6.00 12 3.4 \\ 332 31 01 24 45 = 4x4 = 6x8 = 4 6x8 = 3x4 II 5 33 6 34 4x6 = 4x4 = 23 22 21 20 4x10 = 4x6 4x10 = 4x6 = 4x4 = 4x6 = 3x4 II 9 35 10 11 3637 17 7x8 = 19 18 3x8 II 6x8 = 4.00 12 WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraintbracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. Scale = 1:113.1 6x8 = 12 13 38 39 N n N 14 jo N 16 40 7x8 = 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.24 16-30 >459 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.16 21-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 424 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-21, 8-21 REACTIONS. All bearings 0-7-10. (lb) - Max Horz 2=342(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-914(LC 12), 18=-698(LC 12), 16=-558(LC 12), 14=-768(LC 12), 19=-989(LC 12) Max Grav All reactions 250 lb or less at joints) except 2=1220(LC 17), 18=1049(LC 22), 16=866(LC 22), 14=441(LC 1), 19=1643(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1748/1457, 3-4=-1642/1531, 4-5=-1678/1624, 5-6=-945/1012, 6-8=-945/1012, 8-9=-327/776, 9-11=-57/308, 11-12=-57/308, 12-13=-56/571, 13-14=-16/414 BOT CHORD 2-24=-1026/1678, 22-24=-609/1247, 21-22=-863/1505, 19-21=-804/851, 18-19=-804/851, 17-18=-864/909,16-17=-258/149 WEBS 3-24=-347/452, 4-24=-446/530, 4-22=-807/926, 5-22=-710/779, 5-21=-643/454, 6-21=-542/591, 8-21=-1515/2009, 8-19=-1462/1250, 9-18=-653/661,9-17=-683/815, 11-17=-444/515, 12-17=-61/261, 12-16=-617/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=61ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 3-5-9, Interior(1) 3-5-9 to 11-0-0, Exterior(2) 11-0-0 to 13-0-0, Interior(1) 13-0-0 to 51-8-0, Exterior(2) 51-8-0 to 57-8-13, Interior(1) 57-8-13 to 63-34 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI'), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restrainUbracing and the permanent individual truss member restraintbracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 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 914 lb uplift at joint 2, 698 lb uplift at joint 18, 558 lb uplift at joint 16, 768lb uplift at joint 14 and 989lb uplift at joint 19. ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/f quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty ---- Ply ERIK MELVILLE T21280412 76952 G1 HIP 1 1 Job Reference o ticnal �,ncurucrs r ross, mc., ruri rierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:40 2020 Page 1 ID:m Is?T W UG3iZ?eEyY9QLybykl5J4n B4xBsj RM8rbl8VvMcOkg8 PxzmfKhFn91 R6Aiyegon -2-6-1 5-7-10 11-0-0. 19-0.9 28-1-1 36-7-10 43-1-13 4 49.8-0 1-4-6 60-8-0 63-2.0 2-6-0 5.7-10 5.4-6 8-0-9 8-6-9 6-6-3 0- 0 5-8-0 -8-6 9-3-10 2-6-0 6xB = 4x4 = 4x6 = 4x4 = 6.00 12 4 34 5 35 6 7 0 46 = 44 = 30 II 8 9 36 10 37 6x8 =6x8 11 12 4x5 = — —23 40 dva = 41 21 `V 1942 18 .- 10 'AX4 11 7x8 = 4.00 112 x° WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraintibracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 51-8.3 5-7-10 11-0-0 19-6-9 28-1-1 2 4 33-0-0 36-7-10 44.0-0 49-8-0 1-" 60-8-0 5.7.10 Sd-6 8-6-9 8-6.9 -3-5 3.7-10 3-7-10 5-8-0 -8-6 8.11.13 7x8 = Scale = 1:109.4 4x5 = Plate Offsets (X,Y)— [4:0-5-4,0-3-01, [11:0-5-4,0-3-01, [12:04-0,0-4-4], [13:Edoe 0-2-0] rl8.0-5-4 04-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.21 15-31 >537 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.21 20-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 15 file n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 437 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-22, 5-20, 7-18 REACTIONS. All bearings 0-7-10 except Qt=length) 18=7-3-4, 18=7-3-4, 19=0-3-8. (lb) - Max Horz 2=-343(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-1013(LC 12), 18=-1294(LC 12), 15=-545(LC 12), 13=-740(LC 12), 19=-335(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=1448(LC 17), 18=2015(LC 1), 18=2015(LC 1), 15=726(LC 22), 13=469(LC 1), 19=702(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2172/1791, 3-4=-1792/1541, 4-5=-1518/1490, 5-7=-420/619, 7-8=-375/977, 8-10=0/349, 10-11=0/349, 11-12=-1501508, 12-13=-61/370 BOT CHORD 2-25=-1349/2093, 24-25=-1349/2093, 22-24=-888/1715, 20-22=-923/1645, 19-20=-61/411, 18-19=-61/411, 17-18=-983/1063, 16-17=-176/358 WEBS 3-24=-443/530, 4-24=-217/431, 5-22=0/400, 5-20=-1484/1047, 7-20=-119/414, 7-18=-1517/1195, 8-18=-802/731, 8-17=-485/766,10-17=-411/530,11-17=-204/301, 11-16=-504/188,12-16=-165/735,12-15=-561/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=61ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 3-5-9, Interior(1) 3-5-9 to 11-0-0, Exterior(2) 11-0-0 to 19-6-9, Interior(1) 19-6-9 to 49-8-0, Exterior(2) 49-8-0 to 58-2-15, Interior(1) 58-2-15 to 63-3-4 zone; porch right exposed;C-C for This item has been members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood sealed by Magid, Michael, PE Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owners authorized agent shall contract with a using a Digital Signature. qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the Printed copies of this permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or document are not considered bracing. 4) Provide adequate drainage to prevent water ponding. signed and Sealed and the 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. Michael S. Magid PE No.53681 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1013 lb uplift at joint 2, 1294 lb uplift at MiTek USA, Inc. FL Cart 6634 joint 18, 545 lb uplift at joint 15, 740 lb uplift at joint 13 and 335 lb uplift at joint 19. 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTekO 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 rt{{ qA�s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI� 1T�i 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 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 City Ply ERIK MELVILLE T21280413 76952 G2 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:44 2020 Page 1 7163-0-0-0 27-10.9 278-1-90--91 ID:mis7TWUG3iZ7eEyY9QLybykl5J-bYQbnYvEVaeG4MSH8ChKugJ2la4iGSvM4vPKJTyegoj -2-0 7-0-0 0-10-9 -7-10 42 -1-4785-0-6 0-0 362-036 27-10-9 5-63 -A 662 6.00 12 6x8 = 4x5 i 4x6 = 4x4 = 5x6 = 4x4 = 4x4 = 3x4 II 6x8 35 636 37 7 e 9 1038 39 11 40 12 Scale = 1:111.2 46 G 4x6 Q34143334 4142 N4x6r`2 r4x41914 N>V41^3 .7x8 = 1 26 25 24 43 23 22 44 21 45 20 4x6 17 3x4 II 46 = 4x4 = 5x6 = 4x4 = 6x8 = 7x8 = 5x6 = WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ('SCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. Plate Offsets (X,Y)— [5:0-5-4,0-3-01, [12:0-5-8,0-3-01, [15:Edge 0-2-81, [17:0-5-12,0-4-121 [20:0-54,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.21 21-23 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.43 21-23 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.14 17 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.33 21-23 >999 240 Weight: 449 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-23, 6-21, 8-20, 10-19, 12-18, 13-17 REACTIONS. (size) 2=0-7-10, 17=0-7-10, 15=0-7-10 Max Horz 2=-393(LC 10) Max Uplift 2=-1417(LC 12), 17=-2372(LC 12), 15=-980(LC 17) Max Grav 2=2156(LC 17), 17=3668(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3614/2823, 4-5=3166/2571, 5-6=3360/2876, 6-8=3121/2752, 8-1 0=-2208/21 10, 10-11=-1090/1126,11-12=-1090/1126,12-13=01580,13-15=-1360/2469 BOT CHORD 2-26=-2252/3397, 24-26=-2252/3397, 23-24=-1752/2953, 21-23=-2199/3504, 20-21=-2075/3264, 19-20=-1528/2399, 18-19=-523/727, 17-18=-2247/1761, 15-17=-2035/1572 WEBS 4-24=-531/591, 5-24=-289/527, 5-23=-712/932, 6-23=-454/517, 6-21=-314/163, 8-21=-54/470, 8-20=-1328/843, 10-20=-26/307, 10-19=-1393/1147, 11-19=385/510, 12-19=-1722/2293,12-18=-2000/1308,13-18=-1296/2292,13-17=-2768/2170 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=61ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 3-5-9, Interior(1) 3-5-9 to 13-0-0, Exterior(2) 13-0-0 to 21-6-15, Interior(1) 21-6-15 to 47-8-0, Exterior(2) 47-8-0 to 56-2-15, Interior(1) 56-2-15 to 63-3-4 zone; porch right 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) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general electronically signed and handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses led b Magid, Michael, PE seaY 9 ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the using a Digital Signature. permanent individual truss member restrainUbracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or Printed copies of this bracing. 4) Provide adequate drainage to prevent water ponding. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.0psf. On any electronic Copies. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1417 lb uplift at joint 2, 2372 lb uplift at Michael S. Magid PE No.53681 joint 17 and 980 lb uplift at joint 15. MiTek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANS11TPN 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty MELVILLET21280414 76952 G3 HIP 1 [Iy7TER11K Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:19:45 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-31_z uwsGum7iWlThvCaRtrFj_Rj?vOWJZ8trwyegoi r-2-600 , 7-8-13 15-0-0 22-2-9 29-5-1 36-7-10 45-8-0 51-4-6 60-8-0 63-2-0 2 6-0 7, 7-3 3 7-2-9 7-2-9 7-2-9 9-0.6 5 8 6 9.3% 2 6-0 4x4 = 6x8 = 6.00 12 4x4 = 4x6 = 5 32 6 33 34 7 8 4x5 4x6 i 4 3 4x6 = 31 2 4x4 = ;1 5x6 = 3x4 11 23 39 21 2040 19 41 24 5x6 = 22 4x4 = 4x4 = 4x4 = 6x8 = 935 36 37 10 6x8 1 11 46 12 38 1716 18 4.00 12 6x8 I 6x8 = 4x6 -- 15 7x8 = WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.19 19-21 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.38 19-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.14 15 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.29 19-21 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 15=0-7-10, 13=0-7-10 Max Horz 2=-443(LC 10) Max Uplift 2=-1445(LC 12), 15=-2191(LC 12), 13=-764(LC 17) Max Grav 2=2219(LC 17), 15=3388(LC 1) Scale = 1:111.2 46 = PLATES GRIP MT20 244/190 Weight: 457 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. WEBS 1 Row at midpt 4-22, 5-21, 6-19, 7-18, 9-17, 10-16, 11-16, 11-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3744/2894, 4-5=-3143/2556, 5-6=-3117/2721, 6-7=2868/2588, 7-9=-2141/2125, 9-10=-1158/1211, 10-11=-884/900, 11-13=-960/2017 BOT CHORD 2-24=-2318/3547, 22-24=-2318/3547, 21-22=-1694/2938, 19-21 =-1 977/3277, 18-19=-1844/3029, 17-18=-1462/2373, 16-17=-186/677, 15-16=-1820/1372, 13-15=-1635/1217 WEBS 4-24=0/264, 4-22=-706f717, 5-22=-324/590, 5-21=-548/730, 6-21=-399/450, 6-19=-363/194, 7-19=94/525, 7-18=-1168/678, 9-18=-10/296, 9-17=-1318/1169, 10-1 7=-1 18411766, 10-16=-1701/1178, 11-16=-1514/2622, 11-15=-2665/2152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=61ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 3-5-9, Interior(1) 3-5-9 to 15-0-0, Exterior(2) 15-0-0 to 23-6-15, Interior(1) 23-6-15 to 45-8-0, Exterior(2) 45-8-0 to 54-2-15, Interior(1) 54-2-15 to 63-3-4 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI'), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1445 lb uplift at joint 2, 2191 lb uplift at joint 15 and 764 lb uplift at joint 13. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply ERIK MELVILLE ]Truss T21280415 76952 G4 Hip 1 1 Job Reference (optional) - - ••--•- • •---� •• •-•• • -• • • •-• w� o.JJu s dui cc tutu ml ten Inuusmes, Inc. rS n ep it 14:1e:4b ZUZU rage 1 ID:mis7TWUG3iZ7eE-yY9QLybyklSJ-XxYLBExU1 Cu_JgcfFdjpz500nOkTkOSfYDuQNMyegoh -2-6-0 8-7-10 17-0-0 26-9-13 36-7-10 43-8-0 51-0-6 53-8-8 2 6-0 8-7-10 8 4-0 9-9-13 9-9-13 7-0.6 7 1, 2 4-2 4x4 = 6x8 = 6.00 12 46 = 526 27 6 7 4x4 = 28 8 29 30 7x8 = 9 Scale = 1:98.9 N_ N zu -- 18 -- 16 '- 15 13 12 Sx6 = 3x4 II 5x6 = 40 = 4x4 = 6x8 = 4.00 12 6x8 = 4x10 II 4x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSL TC 0.78 BC 0.79 WB 0.80 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) -0.24 15-16 >999 360 Vert(CT) -0.49 15-16 >999 240 Horz(CT) 0.20 12 n/a n/a Wind(LL) 0.34 16 >999 240 PLATES GRIP MT20 244/190 Weight: 413lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. 5-16,6-15: 2x4 SP M 30 WEBS 1 Row at midpt 4-18, 5-16. 6-16, 6-15. 8-15, 8-14, 10-14 REACTIONS. (size) 2=0-7-10, 12=0-5-8 Max Harz 2=370(LC 11) Mai Uplift 2=-1569(LC 12), 12=-1338(LC 12) Max Grav 2=2473(LC 17), 12=2153(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4266/3147, 4-5=-3562/2782, 5-6=-3535/2989, 6-8=-2896/2638, 8-9=-2738/2456, 9-10=-3227/2661, 10-11=-1097/920, 11-12=-2134/1765 BOT CHORD 2-20=-2922/3943, 18-20=-2922/3943, 16-18=-2258/3229, 15-16=-2583/3619, 14-15=-2352/3150, 13-14=-857/1033 WEBS 4-20=0/304,4-18=-821r757,5-18=-320/701,5-16=-550/808, 6-16=-333/437, 6-15=-866/469,8-15=-419/476,8-14=383/226,9-14=-714/1074,10-14=-1350/1978, 10-13=-1924/1767,11-13=-167911976 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=20ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 2-9-4, Interior(1) 2-9-4 to 17-0-0, Exterior(2) 17-0-0 to 24-7-2, Interior(1) 24-7-2 to 43-8-0, Extefior(2) 43-8-0 to 51-6-2, Interior(1) 51-6-2 to 53-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1569 lb uplift at joint 2 and 1338 lb uplift at joint 12. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall f��- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VIiT®k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type city]Ply ERIK MELVILLE FG6 T21280416 76952 Hip 1 1 Job Reference o tional <a 1- Ivu I eK 11l uusme5, inc. rn aep -i -i-14:1e:04 ZUZU rage 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-IT1 Ntzl V8fvsHvDCjlshlnjjVcVyb?ggNTgsfuyegoZ -2-6-0 9-7-10 19-0-0 2__ -13 36-7-10 41-8-0 51-4-6 53-8-8 2 6-0 9-7-10 9-4-6 8-9-13 B-9-13 5-0-6 9.8-6 2 4-2 Scale=1:98.9 6x8 = 6.00 12 4x4 = 4x6 = 4x4 = 5 27 6 7 28 29 6 30 6x8 = 9 21 __ 19 .""" 17 "' 16 4x4 13 12 3x4 II 5x6 = 4x4 = 4x6 = 4x4 = 6x8 = Sx6 = 4.00 12 6x8 = 410 I LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.92 BC 0.69 WB 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.21 16-17 >999 360 -0.42 16-17 >999 240 0.19 12 n/a n/a 0.31 17 >999 240 PLATES GRIP MT20 244/190 Weight: 434 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. 5-17,6-16: 2x4 SP M 30 WEBS 1 Row at midpt 3-19, 6-17, 6-16, 8-16, 8-15, 10-14 REACTIONS. (size) 2=0-7-10, 12=0-5-8 Max Horz 2=419(LC11) Max Uplift 2=-1569(LC 12), 12=-1338(LC 12) Max Grav 2=2471(LC 17), 12=2167(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4234/3099, 3-5=-3385/2669, 5-6=-3153/2746, 6-8=-2589/2424, 8-9=-2530/2325, 9-1 0=-3193/2613, 10-11 =-1 112/922, 11-12=-2151/1756 BOT CHORD 2-21=-2866/3942, 19-21=-2866/3942, 17-19=-2106/3077, 16-17=-2274/3254, 15-16=-2059/2830,14-15=-1936/2631,13-14=-915/1091 WEBS 3-21=0/367, 3-19=-990/865, 5-19=-364/761, 5-17=-380/595, 6-17=-257/345, 6-16=-863/479, 8-16=-324/337, 8-15=-346/195, 9-15=-204/423, 9-14=-527/771, 10-14=-1201/1913,10-13=-2052/1889,11-13=-180212108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 2-9-4, Interior(1) 2-9-4 to 19-0-0, Exterior(2) 19-0-0 to 26-7-2, Interior(1) 26-7-2 to 41-8-0, Exterior(2) 41-8-0 to 49-3-2, Interior(1) 49-3-2 to 53-6-12 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Magid, Michael, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1569 lb uplift at joint 2 and 1338 lb uplift Printed copies of this at joint 12. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeIC° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type city Ply ERIK MELVILLE ]Truss T21280417 76952 G6 Piggyback Base 1 1 Job Reference (optional) _.._...__._ ......... ....... ...,, . ,,,,,.,,, . O.JJU s VUI G GUGU IVII I arc mausines, inc, rn Jep 11 i4nv:of LULU rage 1 I D:m Is7T W U G3iZ7eEyY9QLybykl SJ-i2j VV73ORaHQBMxnO QQOwPLEIp WfoMZH4R2 W GDyegoW 210 9-7-12 19-0-0 27-9-13 36-7-10 418-0 51-4-6 53-8-8 2-6-0 9-7-10 9-4-6 8 9-13 8-9-13 5-0-6 9-8-6 6x8 = 6.00 12 04 = 46 = 4x4 = = 27 6 7 28 29 8 30 9 6x8 Scale = 1:98.9 ct 19 ___ 17 16 '"• 13 12 5x6 = 3x4 II 5x6 = 4x4 = 4x6 = 44 = 6x8 = 6x8 = 4x10 II 4.00 12 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.92 BC 0.69 WB 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Lid -0.21 16-17 >999 360 -0.42 16-17 >999 240 0.19 12 n/a n/a 0.31 17 >999 240 PLATES GRIP MT20 2441190 Weight: 434 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. 5-17,6-16: 2x4 SP M 30 WEBS 1 Row at micipt 3-19, 6-17, 6-16, 8-16, 8-15, 10-14 REACTIONS. (size) 2=0-7-10, 12=0-5-8 Max Horz 2=419(LC 11) Max Uplift 2=-1569(LC 12), 12=-1338(LC 12) Max Grav 2=2471(LC 17), 12=2167(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4234/3099, 3-5=-3385/2669, 5-6=-3153/2746, 6-8=-2589/2424, 8-9=-2530/2325, 9-10=-3193/2613, 10-11=-1112/922, 11-12=-2151/1756 BOT CHORD 2-21=-2866/3942, 19-21 =-286 6/3942, 17-19=-2106/3077, 16-17=-2274/3254, 15-16=-2059/2830, 14-15=-1936/2631, 13-14=-915/1091 WEBS 3-21=0/367, 3-19=-990/865, 5-19=-364/761, 5-17=-380/595, 6-17=-257/345, 6-16=-863/479, 8-16=-324/337, 8-15=-346/195, 9-15=-204/423, 9-14=-5271771, 10-14=-1201/1913,10-13=-2052/1889,11-13=-180212108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; 8=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 2-9-4, Interior(1) 2-9-4 to 19-0-0, Exterior(2) 19-0-0 to 26-7-2, Interior(1) 26-7-2 to 41-8-0, Extedor(2) 41-8-0 to 49-3-2, Interior(1) 49-3-2 to 53-6-12 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Magid, Michael, PE will fit between the bottom chord and any other members, with BCDL = IO.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1569 lb uplift at joint 2 and 1338 lb uplift Printed copies of this at joint 12. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with li connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ERIK MELVILLE T21280418 76952 G7 Piggyback Base 3 1 Job Reference o tlonal 9-7-10 8.JJU S JUI LL LULU MI I eK Inaustnes, Inc. t-n Sep 11 14:2U:UU 2UZU rage 1 7-7-4 6x8 = 6.00 12 6x8 = 46 = 3x4 II 6x8 — 5 6 7 8 26 27 9 — Scale = 1:103.4 zu its -- 17 - -- 15 - 14 '— 13 12 5x6 = 3x4 11 6x8 4x4 = 4x4 = 4x8 = 7x8 = 48 = Sx12 MT18HS 11 5x6 = 9-7-10 , 19-0-0 1 26-7-4 1 34-0-12 41.8-0 48A-8 55-4-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.21 17-18 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.41 15-17 >999 240 MT18HS 244/190 Rep Stress Incr YES WB 0.88 Horz(CT) 0.15 12 n/a n/a Code FBC20171TP12014 Matrix -MS Wind(LL) 0.32 17 >999 240 Weight: 441 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. WEBS 1 Row at midpt 3-18, 5-17, 6-17, 6-15, 8-15, 9-15, 9-14, 11-13 REACTIONS. (size) 2=0-7-10, 12=0-5-6 Max Hors 2=443(LC 11) Max Uplift 2=-1614(LC 12), 12=-1377(LC 12) Max Grav 2=2564(LC 17), 12=2383(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4431/3225, 3-5=-3580/2794, 5-6=3399/2888, 6-8=-3136/2761, 8-9=-3136/2761, 9-10=-2908/2387, 10-11=-2660/2010, 11-12=-2315/1822 BOT CHORD 2-20=-2922/4133, 18-20=-2922/4133, 17-18=-2158/3266, 15-17=-2356/3514, 14-15=-1684/2488,13-14=-1673/2290 WEBS 3-20=0/367, 3-18=-992/869, 5-18=-369/743, 5-17=-463/730, 6-17=-389/412, 6-15=4331209, 8-15=480/582, 9-15=-883/1236, 10-14=-163/469, 10-13=-759/757, 11-13=-1780/2433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=55ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 2-11-4, Interior(1) 2-11-4 to 19-0-0, Exterior(2) 19-0-0 to 26-7-4, Interior(1) 26-7-4 to 41-8-0, Extedor(2) 41-8-0 to 49-6-0, Interior(1) 49-6-0 to 55-2-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1614 lb uplift at joint 2 and 1377 lb uplift at joint 12. 0 N O N f� This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overalls 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 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 ERIK MELVILLE T21280419 76952 GB Piggyback Base 2 1 Job Reference o tlonal . ..... , �� ��� , �� o.33U s 3ul zz zuzu rot I eK Inous,nes, mc. hn sap 11 14:2U:U3 2U2u Page 1 ID:mis?TWUG3iZ?eE,yY9QLybykl5J-XC4mm289OQ1 asHPwlhWo9gbHCEZNC3k9SNVgUtyegoQ -2-6-0 , 9-7-10 19-M 26-7-4 34-0-12 41-8-0 47-4-2 53-3-12 2 6-0 9-7-16 9-4-6 7-7-4 7.5-8 7-7.4 5 8-2 5-11-10 Scale: 1/8'=l' 6x8 = 6.00 12 3x4 II 4x6 = 4x4 = 6x8 = 6 7 278 28 9 N O N C CI 19 -- -- 17 -- 16 -- "- 14 -' 13 12 5x6 —_ 3x4 II 6x8 = 4x4 = 4x8 = 4x4 = 4x6 = 4x4 = 4x5 = 4x10 II 4x6 = 34-0-12 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.86 BC 0.67 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Ud -0.20 17-19 >999 360 -0.39 19-21 >999 240 0.13 12 n/a n/a 0.30 17 >999 240 PLATES GRIP MT20 2441190 Weight: 432 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-0 cc bracing. WEBS 1 Row at midpt 3-19, 5-17, 6-17, 8-16, 9-16, 9-14, 11-13 REACTIONS. (size) 2=0-7-10, 12=0-3-8 Max Horz 2=413(LC 11) Max Uplift 2=-1559(LC 12), 12=-1329(LC 12) Max Grav 2=2475(LC 17), 12=2291(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4244/3069, 3-5=-3392/2640, 5-6=-3161/2696, 6-8=-3161/2696, 8-9=-2882/2525, 9-10=-2483/2075, 10-11=-2045/1579, 11-12=-2234/1768 BOT CHORD 2-21=-2853/3948, 19-21=-2853/3948, 17-19=-2094/3080, 16-17=-2067/2979, 14-16=-1467/2143, 13-14=-1294/1754 WEBS 3-21=0/370, 3-19=-993/864, 5-19=-368/747, 5-17=-369/601, 6-17=-472/551, 8-17=-282/458, 8-16=-820/813, 9-16=-973/1356, 9-14=-346/251,10-14=-289/725, 10-13=-1012/914, 11-13=-154312091 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-7-4 to 2-8-12, Interior(1) 2-8-12 to 19-0-0, Exterior(2) 19-0-0 to 26-7-4, Interior(1) 26-7-4 to 41-8-0, Exterior(2) 41-8-0 to 49-2-8, Interior(1) 49-2-8 to 53-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically Signed and 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom sealed b Magid, Michael, PE Y 9 will chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by- others) of truss to bearing plate capable of withstanding 1559 lb uplift at joint 2 and 1329 lb uplift using a Digital Signature. at joint 12. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® 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 iwiTe 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 ANS17rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply ERIK MELVILLE T T21280420 76952 GABLE 1 1 Job Reference (optional) unarnoers Truss, inc., rort merce, rL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:06 2020 Page 1 ID:mis7T WUG3iZ7eEyY9QLybykl5J-ynlvO4A1 JLQ9jl7VQp4VnJDvuSkuPcSb8LkU4CyegoN 2-6-0 11-0-0 22-0-0 24 6 0 2-6-0 11-0-0 11-0-0 2-6-0 5x6 = Scale = 1:45.3 I$ 3x6 = 22-0-0 22-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.02 13 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-0. (lb) - Max Horz 2=-279(LC 10) Max Uplift All uplift 100 lb or less at joints) 23,14 except 2=-433(LC 12), 20=-111(LC 12), 21=-133(LC 12), 22=-182(LC 12). 17=-111(LC 12), 16=-133(LC 12). 15=-182(LC 12), 12=-433(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 18, 20, 21, 22, 23, 17, 16, 15, 14 except 2=350(LC 1), 12=350(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-126/265, 5-6=-120/372, 6-7=-152/460, 7-8=-152/471, 8-9=-120/382, 9-10=-81/275 BOT CHORD 2-23=-64/256, 22-23=-64/256, 21-22=-64/256, 20-21=-64/256, 18-20=-64/256, 17-18=-64/256,16-17=-64/256, 15-16=-64/256,14-15=-64/256,12-14=-64/256 WEBS 6-20=-146/308, 5-21=132/251, 4-22=-146/289, 8-17=-137/309, 9-16=-135/250, 10-15=-145/289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -2-7-4 to 0-4-12, Exterior(2) 04-12 to 11-0-0, Corner(3) 11-0-0 to 14-0-0, Exterior(2) 14-0-0 to 24-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. This item has been 4) All plates are 2x3 MT20 unless otherwise indicated. signed and electronicallyMagid, 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. Sealed y g Michael, PE 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members. document are not considered Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 23, 14 except signed and sealed and the (jt=lb) 2=433, 20=111, 21=133, 22=182, 17=111, 16=133, 15=182, 12=433. signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. � Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Vat [��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall � bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* k♦ fs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply ERIK MELVILLE T21280421 76952 GEG GABLE 1 1 Job Reference (optional) .rs r runs, inc., ron rrerce, r� 6.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:13 2020 Page 1 I D: mis?T W U G3iZ?eEyYg QLybykl5J-F7gYsTGQgVI93gArKni8ZnO57G7 UYm3dlwwMglyegoG 2 6-0 13-0-0 26-0-0 28-6-0 ' 2-6-0 13-0-0 13-M 2-6-0 6.00 12 3x6 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.02 17 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 17 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.01 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Scale = 1:51.4 PLATES GRIP MT20 244/190 Weight: 181 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-0. (Ib) - Max Horz 2=-328(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 29,18 except 2=-421(LC 12), 24=101(LC 12), 26=-146(LC 12), 27=-122(LC 12), 28=-183(LC 12), 22=-101(LC 12). 21=-146(LC 12), 20=-122(LC 12), 19=183(LC 12). 16=-321(LC 12) - Max Grav All reactions 250 lb or less at joint(s) 23, 24, 26, 27, 28, 29, 22, 21, 20, 19, 18 except 2=350(LC 1). 16=350(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 6-7=-140/332, 7-8=-144/444,8-9=-175/528, 9-10=-175/539, 10-11=-144/455, 11-12=-105/342 - BOT CHORD 2-29=-79/286, 28-29=-79/286,27-28=-79/286, 26-27=-79/286,24-26=-79/286, 23-24=-79/286, 22-23=-79/286, 21-22=-79/286, 20-21=-79/286, 19-20=-79/286, 18-19=-79/286, 16-18=-79/286 WEBS 8-24=-148/293,7-26=-136/258,4-28=-148/290, 10-22=-137/294,11-21=-140/258, 14-19=-147/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -2-7-4 to 0-4-12, Exterior(2) 0-4-12 to 13-0-0, Comer(3) 13-0-0 to 16-0-0, Extedor(2) 16-0-0 to 28-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate This item has been grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry electronically signed and Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Sealed by Magid, Michael, PE 4) All plates are 2x3 MT20 unless otherwise indicated. using a Digital Signature. 5) Gable requires continuous bottom chord bearing. Printed copies of this 6) Gable studs spaced at 2-0-0 oc. document are not Considered 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' SI g signed and sealed and the 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 18 except On any electronic copies. Qt=lb) 2=421, 24=101, 26=146, 27=122, 28=183, 22=101, 21=146, 20=122, 19=183, 16=421. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall H V building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-69 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 Type Qty Ply ERIK MELVILLET21280422 TGrEM 76952 GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 2-" 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:14 2020 Page 1 Scale=1:32.6 5x6 = Im 0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 10.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2017/TPI2014 Matrix-S DEFL, in (loc) Udell Lid PLATES GRIP Vert(LL) -0.02 9 n/r 120 MT20 244/190 Vert(CT) -0.03 9 n/r 96 Horz(CT) 0.00 8 n/a n/a Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4'SPNo.3 REACTIONS. All bearings 14-8-0. (lb) - Max Horz 2=-204(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 14, 10 except 2=-449(LC 12), 8=-449(LC 12), 13=-170(LC 12), 11=-170(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 12, 13, 14, 11, 10 except 2=352(LC 1), 8=352(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-116/352, 5-6=-117/365 WEBS 4-13=-149/353, 3-14=-225/254, 6-11=-144/354, 7-10=-226/255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -2-7-4 to 0-4-12, Exterior(2) 04-12 to 7-4-0, Comer(3) 74-0 to 10-4-0, Exterior(2) 10-4-0 to 17-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 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 This item has been will fit between the bottom chord and any other members, electronically signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 14, 10 except 2=449, 8=449, 13=170,11=170. sealed by Magid, Michael, PE (jt=lb) 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall /g�- building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iViiT®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 ANS11TP/1 Quality Criteria, DSB-69 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 ERIK MELVILLE T21260423 76952 GR7 Monopitch Girder 1 n L• Job Reference optional) unamoers Truse, inc., Fort Fierce, rr- 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:17 2020 Page 1 I D:m I s?TW UG3iZ?eEyY9QLybykl5J-7vw3i rJxEobXRTdZdn4kdAsGtOsUYeDgYuzz3yegoC 3-6-0 7-0-0 3-6-0 3-6-0 3x4 = 3xB II `" 4x5 HUS26 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 0.47 BCLL 0.0 Rep Stress Incr NO WB 0.32 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP 7-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 4-5 >999 240 MT20 244/190 Vert(CT) -0.02 4-5 >999 240 Horz(CT) 0.01 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-7-10, 4=Mechanical Max Horz 1=220(LC 8) Max Uplift 1=-918(LC 8), 4=-1041(LC 8) Max Grav 1=1549(LC 1), 4=1552(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1986/1143 BOT CHORD 1-5=-1190/1767, 4-5=-1190/1767 WEBS 2-5=-996/1667, 2-4=-2039/1374 Scale=1:24.6 Weight: 95 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf: BCDL=3.Opsf, h=20ft; 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 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=918, 4=1041. 8) 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 1-4-12 from the left end to 54-12 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 5=-851 (F) 9=-851(F) 10=-851(F) This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k♦ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-99 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 GRB Half Hip Girder 13 [RIKIVIELVILLET2128076952 ob Reference O Clonal ID:mis?TWUG3iZ?eEyY9QLybykl5J-aCt v—WLsdl7bnVkZxxZxhlALshhomNXRYDxPGyeeYR 2-0 6 6-9-0 11-3-14 15-10-12 20-5-10 2% -4 2-0.6 4-B 10 4-6-14 4.6-14 4-6-14 4-8-10 6.00 12 7x8 = 6x8 i 4x4 = 3x4 = 4x6 = 45 = 6x8 = 3x4 II 17 3 18 4 5 19 6 7 8 1 9n 91 99 97 24 9r. 9n 97 9n 19 90 1n 31 99 v9 9n 35 10 w Y w it iu 9 6x10 II 10x10 = HUS26 10x10 —_HUS26 HUS26 6x8 = HUS26 6x8 = HUS26 10x10 = HUS26 7x10 — HUS26 Special HUS26 Special Special 7x8 = Special HUS26 Special HUS26 Special HUS26 Special Special HUS26 Special Special Special JUS24 2-0-6 6-9-0 11-3-14 15-10-12 20-5-10 25-2-2 25- -4 2-0-6 4-8-10 4-6-14 4-6-14 4-6-14 4-8-7 0-0-3 Plate Offsets (X,Y)— [1:0.4-0,0-2-0], [2:0-6-4,0-3-8], [7:0-3-8,0-3-0], [9:0-4-12,0-4-12], [10:0-3-8,0-5-0], [11:0-3-4,0.4-8], [13:0-3-8,04-12], [14:0-3-8,0-5-0], [15:0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.21 11-13 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.24 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP M 30 'Except* BOT CHORD 8-9,1-16: 2x6 SP No.2 REACTIONS. (lb/size) 9=13047/0-5-3, 16=12443/0-7-10 Max Horz 16=60(LC 8) Max Uplift 9=-8922(LC 5), '16=8311(LC 4) FORCES. (lb) -Max., Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4523/3026, 2-17=-10447/7056, 3-17=-10447/7056, 3-18=-13170/8891, 4-18=-13170/8891,4-5=-12332/8374,5-19=-12332/8374,6-19=-12332/8374, 6-7=-8045/5502, 1-16=-12486/8331 BOT CHORD 15-21=-2539/3730, 21-22=-2539/3730, 22-23=-2539/3730, 23-24=-2539/3730, 14-24=-2539/3730,14-25=-7056/10447,25-26=-7056/10447,26-27=-7056/10447, 27-28=-7056/10447, 13-28=-7056/10447, 12-13=-8891/13170, 12-29=-8891/13170, 29-30=-8891/13170, 30-31=-8891/13170, 11-31=-8891/13170, 11-32=-8374/12332, 32-33=-8374/12332, 33-34=8374/12332, 34-35=-8374/12332, 10-35=-8374/12332, 10-36=-5502/8045, 36-37=-5502/8045, 37-38=-5502/8045, 38-39=-5502/8045, 9-39=-5502/8045 WEBS 2-15=-6770/4631, 2-14=-7503/11117, 3-14=-4006/2822, 3-13=-3147/4599, 4-13=-733/958, 4-11 =-1 415/935, 6-11=-3737/5598, 6-10=-7240/4883, 7-10=-7204/10707, 7-9=-13536/9256. 1 -1 5=-7236/10824 Scale = 1:52.2 PLATES GRIP MT20 244/190 Weight: 743 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. "Special" indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. NOTES- Continued on page 2 1) 3-ply truss to be connected together with 1 Od (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. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) 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 8922 lb uplift at joint 9 and 8311 lb uplift at joint 16. 8) 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 This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: SPnfPmhar 11 909f1 =11=�iG+iiORi+iR6N0Fi�6R^`..-:3"�'.^-'.--.-.,�7r.�0=GORR6Gti[R1SS(®gjltOli{URi4a08Tt3pUOtt6nNShOF ® 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/TP11 quality Cr/terla, 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 Qty1ply 76952 GRB Half HIp Girder 1 J FERIKIMELVILLET21280424 Reference (optional) �um p� ­ —., . ^_. —, 5.a3U s JUI 22 2U2U MiTeK Industries, Inc. Fri Sep 11 17:53:39 2020 Page 2 NOTES- ID:mis7TWUG3iZ7eEyY9QLybykl5J-aCt v_WLsdl7bnVkZxxZxhlALshhomNXRYDxPFyeeYR 9) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 11-6-12 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 593 lb down and 533 lb up at 1-8-12, 593 lb down and 533 lb up at 3-8-12, 593 lb down and 533 lb up at 5-8-12, 593 lb down and 533 lb up at 7-6-12, 593 lb down and 533 lb up at 9-6-12, 593 lb down and 533 lb up at 13-6-12, 593 lb down and 533 lb up at 15-6-12, 593 lb down and 533 lb up at 17-6-12, 593 lb down and 533 lb up at 19-6-12, and 593 lb down and 533 lb up at 21-6-12, and 593 lb down and 533 Ito up at 23-6-12 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 (plo Vert: 1-2=-60, 2-8=-60, 9-16=-20 Concentrated Loads (lb) Vert: 12=1 367(F) 15=-1373(F)13=-592(B)11=-1367(F)20=-592(B)21=-592(B)22=-1360(F)23=-592(B)24=-1367(F)25=-592(B)26=-1367(F)27=-592(B) 28=-1367(F) 29=-592(B) 30=-1367(F) 31=-592(B) 32=-592(B) 33=1367(F) 34=-592(B) 35=1367(F) 36=-592(B) 37=1367(F) 38=-592(B) 39=1368(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. '-;�• Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is 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 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 Qty Ply ERIK MELVILLE T21280425 76952 GRC Piggyback Base Girder 1 Job Reference o floral • • �• • • •�• o.ddu s Jul zz zuzu Nil I eK muusmes, Inc. r-n aep l 1 "14:ZU:Z4 Zulu rage i ID:mis?TWUG3iZ?eE,yY9QLybykl5J-QFriAEOK4thbtW VzUbPjW6zOHihidYXFH85Rj9yego5 3-6-4 9-0-2 14-4-4 19-8-6 25-2-4 3-6-4 5-5-14 54-2 54-2 5-5-14 Scale = 1:54.1 3x4 = 6.00 12 5x8 = 3x4 = 4x6 = 5x8 = 3x4 11 2 15 3 16 4 175 6 18 7 5x6 ED i 1 �o �n �� �� �•a n. .. 25 14 1d IG 7u -- 9 -- - -- 8 4x10 II 10x10 —HUS26 HUS26 6x8 = 5x6 = 6x8 —_ HUS26 7x8 —_ HUS26 HUS26 7x6 — HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 )-Q-3 3-6-4 9-0-2 14-4-4 14-9-13 25-2d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CSI. TC 0.26 BC 0.84 WB 0.95 Matrix -MS. DEFL. in (loc) Vdefl Ud Vert(LL) 0.14 10-12 >999 240 Vert(CT) -0.18 10-12 >999 240 Horz(CT) 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 763 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 *Except* except end verticals. 8-11: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS. 1 Row at micipt 7-8 7-8,1-14: 2x6 SP No.2, 6-8: 2x4 SP M 30 REACTIONS. (size) 8=0-7-10, 14=0-5-1 Max Horz 14=108(LC 8) Max Uplift 8=-5447(LC 5), 14=-5528(LC 8) Max Grav 8=8854(LC 1), 14=9471(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4293/2532, 2-3=-7124/4274, 3-4=7562/4555, 4-6=-5295/3230, 1-14=-8544/5017 BOT CHORD 12-13=-2260/3709, 10-12=-427417124, 9-10=455517562, 8-9=-3230/5295 WEBS 2-13=-3093/1921, 2-12=-3495/5900, 3-12=-980/744, 3-10=-558/778, 4-10=-1715/2997, 4-9=-3978/2371, 6-9=-4296/7292, 6-8=-9264/5648, 1-13=-4351/7459 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. This Item has been 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=25ft; eave=4ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. Sealed by Magid, Michael, PE 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, with BCDL = IO.Opsf. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 8=5447, 14=5528. signed and sealed and the 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-1-8 from signature must be verified the left end to 23-1-8 to connect truss(es) to front face of bottom chord. on any electronic copies. 10) Fill all nail holes where hanger is in contact with lumber. Michael S. Magid PE No.53681 LOAD CASE(S) Standard MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Continued on page 2 September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall p q�` 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 iVliTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply ERIK MELVILLE Puss T21280425 76952 RC Piggyback Base Girder 1 Job Reference (optional) cnamoers truss, Inc., Tort Tierce, t-L 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:24 2020 Page 2 ID:mis?TWUG3iZ?eEyY9QLybykl5J-QFriAEOK4thbtW VzUbPjW6zOHihidYXFH85Rjgyego5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-7=-60, 8-14=-20 Concentrated Loads (lb) Vert: 12=-1360(F)19=-1361(F)20=-1360(F)21=-1360(F)23=-1360(F)24=-1360(F)26=-1360(F)27=-1360(F)28=-1360(F)29=-1360(F)30=-1367(F)32=-1374(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P11 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Sarefylntormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ' Job Truss Type Qty ERIK MELVILLE FGruss T21280426 76952 HALF HIP GIRDER ]Ply 1 1 Job Reference o tional "••'-•••""•" •,`"��, ••,"•, , �,• , ,"w, , o.Jau s JUI zz zvAu Ivll I or. inausmes, Inc. t-n Sep 11 14:zu:za zuzu rage i ID:m Is?T W U G3iZ?eEyY9QLybyklSJ-MdzTbvQacUxJ 6gfLbORBbX2DPW T85SuYkS aYo2yego3 2-6-0 5 0-0 8-3-14 11-7-13 17-8-4' 23 6-15 29-5-9 3510 2-0 0 5 0-0 3-3-15 3-3 15 6-0-7 5.10-11 5 10-11 6 0-7 5x8 = 3x4 II 4x8 = 48 = 4x4 = 6.00 12 3 21 22 23 244 25 26 275 28 6 297 30 31 Scale: 3/16"=1' 40 = 6x8 = 832 33 34 35 9 I- '- - 4o 40 4`J ou3x6 11 4x5 - 3x4 II 3x6 = 5x10 = 3x4 = 4x6 = 3x4 = 3x8 = 11-7-13 35-6-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.80 BC 0.45 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Lid 0.30 12-14 >938 240 -0.22 12-14 >999 240 -0.06 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. WEBS 1 Row at midpt 3-15, 5-15, 7-14, 9-11 REACTIONS. (size) 10=0-5-8, 2=0-7-10, 15=0-7-10 Max Horz 2=291(LC 8) Max Uplift 10=-1571(LC 5), 2=-622(LC 8), 15=-3277(LC 8) Max Grav 10=1317(LC 18), 2=386(LC 1), 15=2672(LC 1) FORCES. (lb) -Mai. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=127/416, 3-4=-1632/1403, 4-5=-1632/1403, 5-7=-1147/1305, 7-8=-2296/2652, 8-9=-2001/2346, 9-10=-1217/1438 BOT CHORD 2-17=-373/66,15-17=-396/84,14-15=-1305/1147,12-14=-2652/2296,11-12=-2346/2001 WEBS 3-17=-492/355, 3-15=-1560/2113,4-15=-678/752, 5-15=-2806/3214, 5-14=830/773, 7-14=-1273/1491,8-12=-338/326,8-11=-736/828,9-11=-2521/2155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has been 10=1571, 2=622,15=3277. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 lb down and 344 lb up at electronically signed and 5-0-0, 87 lb down and 160 lb up at 7-0-12, 87 lb down and 160 lb up at 9-0-12, 87 lb down and 160 lb up at 11-0-12, 87 lb down led by Magid, seagid, Michael, PE and 160 lb up at 13-0-12, 87 lb down and 160 lb up at 15-0-12, 87 lb down and 160 lb up at 17-0-12, 87 lb down and 160 lb up at using a Digital Signature. 19-0-12, 87 lb down and 160 lb up at 21-0-12, 87 lb down and 160 lb up at 23-0-12, 87 lb down and 160 lb up at 25-0-12, 87 lb Printed copies of this down and 160 lb up at 27-0-12, 87 lb down and 160 lb up at 29-0-12, 87 lb down and 160 lb up at 31-0-12, and 98 lb down and 218 document are not considered lb up at 32-6-12, and 98 lb down and 215 lb up at 34-6-12 on top chord, and 350 lb down and 233 lb up at 5-0-0. 37 lb down and 47 signed and sealed and the g lb up at 7-0-12, 37 lb down and 47 lb up at 9-0-12, 37 lb down and 56 lb up at 11-0-12, 37 lb down and 93 lb up at 13-0-12, 37 lb down and 93 lb up at 15-0-12, 37 lb down and 93 lb up at 17-0-12, 37 lb down and 93 lb up at 19-0-12, 37 lb down and 93 lb up signature must be verified at 21-0-12, 37 lb down and 93 lb up at 23-0-12, 37 lb down and 93 lb up at 25-0-12, 37 lb down and 93 lb up at 27-0-12, 37 lb on any electronic copies. down and 93 lb up at 29-0-12, 37 lb down and 93 lb up at 31-0-12, and 40 lb down and 103 lb up at 32-6-12, and 44 lb down and Michael S. Magid PE No.53681 103 lb up at 34-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. MiTek USA, Inc. FL Cert 6634 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 Date: LOADCASE(S) Standard September11,2020 Continued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall nIY1�" building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing l;Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ERIK MELVILLET21280426 76952 GRD HALF HIP GIRDER �QtyT 11 Job Reference (optional) L,namoers I russ, mc., con Merce, t-L 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:26 2020 Page 2 ID:mis?TWUG3iZ?eEyY9QLybykl5J-MdzTbvQacUxJ6gfLbORBbX2DP WT85SuYkSaYo2yego3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-9=-60, 10-18=-20 Concentrated Loads (lb) Vert: 3=-111(F) 6=-58(F) 17=-43(F) 21=-58(F) 23=-58(F) 24=-58(F) 25=-58(F) 26=-58(F) 27=-58(F) 28=-58(F) 29=-58(F)30=-58(F) 31=-58(F) 32=-58(F) 33=-58(F) 34=-90(F) 35=-96(F) 36=-18(F) 37=-18(F) 38=-18(F) 39=-18(F)40=-18(F) 41=-18(F) 42=-1 8(F) 43=-1 8(F) 44=-18(F) 45=-1 8(F) 46=-1 8(F) 47=-1 8(F) 48=-18(F) 49=-27(F) 50=-29(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280427 76952 GRE HALF HIP GIRDER 1 1 Job Reference (optional) "••.... ... •� . • . • �� • •���a. �- O.OJV s Jul ZZ ZUZU Iwl r OK Inuustnes, Inc. rn aep l l l4:Zu:Z`J Zulu rage i ID:mis1T W UG3iZ7eEyY9QLybykl5J-nCebDxS SuPJu_HOwG9_uD9gjvjMOsL_RQoCONyegcO 2-6-0 5-0-0 10-4-3 15-6-10 20-9-0 25-11-7 31-310 2 6-0 5-0-0 5-0-3 5-2-7 5 2-7 5 2-7 5-0-3 Scale=1:57.2 7x8 MT18HS = 3x4 = 3x4 = 5x8 MT18HS = 4x5 = 4x10 = 3x4 11 6.00 12 3 20 21 22 4 23 24 256 6 26 727 28 29 8 30 31 329 5x8 = 3x4 II 4x6 - 7x8 =-- -_ 3x4 =_-4x5 =_ .7x8 = 3x4 = 5-0-0 10-4-3 15-6-10 20-9-0 1 25-11-7 31-3-10 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.84 BC 0.98 WB 0.72 Matrix -MS DEFL. in (loc) I/defi Lid Vert(LL) 0.72 12-14 >521 240 Vert(CT) -0.46 14 >808 240 Horz(CT) -0.20 10 n/a We PLATES MT20 MT18HS Weight: 215 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E "Except* TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, 1-3: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-7-2 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-15, 8-10 3-15,4-14,5-12,7-11,8-10: 2x4 SP M 30 REACTIONS. (size) 10=0-7-10, 2=0-7-10 Max Horz 2=291(LC 32) Max Uplift 10=-2569(LC 5), 2=-2659(LC 8) Max Gram 10=1887(LC 1),2=1924(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3234/4410, 3-4=-4724/6503, 4-5=-5303/7242, 5-7=-4740/6445, 7-8=-3020/4100, 9-10=-243/285 BOT CHORD 2-16=-3966/2810, 15-16=-3984/2815, 14-1 5=-6503/4724, 12-14=-7242/5303, 11-12=-6445/4740, 10-11=4100/3020 WEBS 3-16=-348/255, 3-15=-2824/2158, 4-15=-805/925, 4-14=-866/660, 5-12=-635/916, 7-12=-736/543, 7-11 =-1 93912648, 8-11=-1551/1064, 8-10=-3356/4555 NOTES- Continued on page 2 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=31ft; 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically signed and 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 fit between bottom sealed by Magid, Michael, PE will the chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) using a Digital Signature. 10=2569, 2=2659. Printed copies of this 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 lb down and 342 lb up at document are not considered 5-0-0, 87 lb down and 160 lb up at 7-0-12, 87 lb down and 160 lb up at 9-0-12, 87 lb down and 160 lb up at 11-0-12, 87 lb down signed red and sealed and the and 160 lb up at 13-0-12, 87 lb down and 160 lb up at 15-0-12, 87 lb down and 160 lb up at 17-0-12, 87 lb down and 160 lb up at 19-0-12, 87 lb down and 160 lb up at 21-0-12, 87 lb down and 160 lb up at 23-0-12, 87 lb down and 160 lb up at 25-0-12, 87 lb signature must be verified down and 160 lb up at 27-0-12, and 87 lb down and 160 lb up at 29-0-12, and 86 lb down and 157 lb up at 30-6-12 on top chord, on any electronic copies. and 350 lb down and 233 lb up at 5-0-0, 37 lb down and 47 lb up at 7-0-12, 37 lb down and 47 lb up at 9-0-12, 37 lb down and 47 Michael S. Magid PE No.53681 lb up at 11-0-12, 37 lb down and 47 lb up at 13-0-12, 37 lb down and 47 lb up at 15-0-12, 37 lb down and 47 lb up at 17-0-12, 37 MiTek USA, Inc. FL Cart 6634 lb down and 47 lb up at 19-0-12, 37 lb down and 47 lb up at 21-0-12, 37 lb down and 47 lb up at 23-0-12, 37 lb down and 47 lb up 6904 Parke East Blvd. Tampa FL 33610 at 25-0-12, 37 lb down and 47 lb up at 27-0-12, and 37 lb down and 47 lb up at 29-0-12, and 45 lb down and 56 lb up at 30-6-12 Date: on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September I I 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,2�20 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall�e building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Te �' 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 ANSVTPI! 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 s Truss Type City Ply ERIK MELVILLE JG'R T21280427 76952 HALF HIP GIRDER 1 1 Job Reference o tional a ,iu r , run rl—, rL t3.JUU s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:29 2020 Page 2 ID:m Is?T W U G3iZ?eEyY9QLybykl5J-nCebDxSSuPJu_HOwG9_uD9gjvjMOsL_RQoCONyegoO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-9=-60, 10-17=-20 Concentrated Loads (lb) Vert: 3=-111(F) 6=-58(F) 16=-43(F) 20=-58(F) 22=-58(F) 23=-58(F) 24=-58(F) 25=-58(F) 26=-58(F) 27=-58(F) 28=-58(F) 29=-58(F)30=-58(F) 31=-58(F) 32=-70(F) 33=-18(F) 34=-18(F) 35=-18(F) 36=-18(F) 37=-18(F) 38=-18(F) 39=-18(F) 40=-18(F) 41=-18(F) 42=-18(F) 43=-18(F) 44=-18(F) 45=-22(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-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 ERIK MELVILLE T21280428 76952 GRG ROOF SPECIAL GIRDER 1 n L Job Reference (optional) •- �• _w, o.00u s dw cc cucu rvu i ex muusmes, inc. rn aep -i -i-rwau:oz tuzu rage 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-BnKkrzULBKhSH7VyHYbrolKMwahVFvQ7N 1 s_hyegnz c2-6-0 5 9-10 11-0-0 15-0-0 22 4-1 29 8-3 35-9-0 41-8-2 47-7-3 53-8-0 56-10-6 60.M 03-2-0 2 6 0' 5.9-10 1 -6 40-0 7 4-2 7.4-2 6 0-13 5-11-1 5 11-1 6-0-13 3 2 6 3-9-10 2-6-0 5x6 = 6.00 12 4 4x5 = 29 3x4 II 26 27 26 4x6 = 4x6 = NAILED NAILED .. _ AIAn rn A,r =SvR = ArA — 25 43 44 P4 23 45 5x6 = NAILED 7x8 = 21 20 19 46 = THD26-2 4X6 = WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 5-9-10 Scale = 1:111.2 6x8 = 13 4x5 14 0 N 15 q a I, 18 17 3x4 11 4x5 = 60-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.07 25-26 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.15 25-26 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.12 19-21 >999 240 Weight: 870 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 23-25,22-23,21-22. 8-25: 2x4 SP M 30 REACTIONS. (size) 2=0-7-10, 23=0-7-10, 15=0-7-10 Max Hors 2=-342(LC 23) Max Uplift 2=-987(LC 8), 23=-3939(LC 8), 15=-1619(LC 25) Max Grav 2=1446(LC 29), 23=4739(LC 1), 15=1059(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2176/1193, 34=-1835/1106, 4-5=-1812/1118, 5-6=-2634/1556, 6-8=-2352/1263, 8-9=2129/2731, 9-11=-300/1366, 11-12=-737/2486, 12-13=-133712747, 13-14=-131212224, 14-15=-1423/2206 BOT CHORD 2-29=-817/2083, 28-29=-817/2083, 26-28=-1208/2699, 25-26=-1000/2430, 23-25=-2731/2484, 22-23=-1156/242, 21-22=-2131/737, 19-21=-2392/1337, 18-19=-1708/1161,17-18=-1733/1212,15-17=-173311212 WEBS 3-28=-520/349, 4-28=-718/1286, 5-28=-1481/854, 5-26=-520/682, 6-26=-1422/1323, 6-25=-833/795, 8-25=-3800/5595, 8-23=-3232/2408, 9-23=2314/2649, 9-22=-1141/940, 11-22=-1680/1728,11-21=-571/545,12-21=-733/623,13-19=-834/242,13-18=-320/266 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=61ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner's authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 4x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 11,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Type Qty Ply ERIK MELVILLE TGRG T21280428 76952 ROOF SPECIAL GIRDER 1 Job Reference (optional) I i—, mu., run rierce, rL t1.J3u S Jul 22 2UZU MI I eK Industries, Inc. Fri Sep 11 14:20:32 2020 Page 2 NOTES- ID:mis7TW UG31Z7eEyY9QLybykl5J-BnKkrzULBKhSrl7VyHYbrolKMwahVFvQ7N1 s_hyegnz 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=987, 23=3939, 15=1619. 11) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 22-1-8 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-60, 4-5=-60, 5-13=-60, 13-16=-60, 30-33=-20 Concentrated Loads (lb) Vert: 25=-1532(B)38=-128(B)39=-128(B)40=-128(B)43=-40(B)44=-40(B)45=-40(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall q�* building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 City Ply ERIK MELVILLE T21280429 76952 GRK Roof Special Girder 1 1 Job Reference o tional Chambers I russ, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:34 2020 Page 1 ID:m Is?T W UG3iZ?e EyY9QLybykl SJ-7ASUGf W bjyxA42Gu3ia3wDNhdk7bz8mjahW z3ayegnx -211 5-8-7 6-11-9 9-1-12 11-0-0 15-9-6 2-6-0 3-6-4 2-2-3 1-3-3 2-2-3 1-10-4 4-9-6 Scale: 3/8-=l' 4.07 12 44 = 44 = e G 22 5 23 6 24 — I I 3xb I I LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017lrP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -H 2-6-0 REACTIONS. (size) 10=Mechanical, 2=0-7-10 Max Horz 2=181(LC 32) Max Uplift 10=-494(LC 5). 2=-780(LC 8) Max Grav 10=921(LC 37), 2=1069(LC 36) 15-9-6 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.40 Vert(LL) 0.3511-12 >540 240 MT20 244/190 BC 0.74 Vert(CT)-0.3611-12 >527 240 WB 0.64 Horz(CT) 0.02 2 n/a n/a Matrix -MS Weight: 85 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=1393/788, 4-5=-1248/763, 5-6=-1169/738, 6-7=-1206/732, 7-8=-1349/800, 8-9=-2132/1279, 9-10=-820/494 BOT CHORD 2-15=-658/1151, 14-15=-662/1155, 13-14=-668/1167, 12-13=-667/1160, 11-12=-1306/2164 WEBS 7-12=-165/272,8-12=-1210/768, 8-11=-269/227, 9-11=-1235/2070 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 10=494, 2=780. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down and 108 lb up at 3-64, 164 lb down and 113 lb up at 5-0-1, 87 lb down and 160 lb up at 6-4-0, 164 lb down and 113 lb up at 7-7-16, 241 lb down and 165 lb up at 9-1-12, 111 lb down and 70 lb up at 12-8-12, and 203 lb down and 105 lb up at 144-12, and 169 lb down and 76 lb up at 15-7-10 on top chord, and 84 lb down and 11 lb up at 3-6-3. 38 lb down at 5-0-1, 37 lb down and 93 lb up at 6-4-0, 38 lb down at 7-7-15, 43 lb down and 13 lb up at 9-1-12, 10 lb down and 7 lb up at 12-8-12, and 47 lb down and 16 lb up at 14-4-12, and 49 lb down and 16 lb up at 15-7-10 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 Continued on page 2 This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy 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 p �• building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ERIK MELVILLE T21280429 76952 GRK Roof Special Girder 1 1 Job Reference (optional) 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:34 2020 Page 2 ID:mis?TW UG3iZ?eEyY9QLybyk]BJ-7ASUGfWbjyxA42Gu3ia3wDNhdk7bz8mjahWz3ayegnx LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-60, 4-5=-60, 5-6=-60, 6-7=-60, 7-8=-60, 8-9=-60, 10-16=-20 Concentrated Loads (lb) Vert: 9=22(F) 15=11(F) 12=-1(F) 22=-17(F) 23=-58(F) 24=-17(F) 26=32(F) 27=-6(F) 28=-18(F) 29=-6(F) 30=-3(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 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 ERIK MELVILLE T21280430 76952 GRL Common Girder 1 Job Reference (optional) b run nor ca, rL o.,73U S Jul ZZ ZUZU MI I eK Inaustnes, Inc. rn Sep 11 14:ZU:36 2U20 Page 1 ID:mis?TWUG3iZ?eE_rY9QLybykl5J-3YZFhKXrFZCuJMQGB7cX?eT1 tYu3R3gO2??47Tyegnv 5-3-11 10-3-13 15-4-0 20 4 3 25-0-5 30-8-0 5-3-11 5-0-3 5-0-3 5-0-3 5-0-3 5-3-11 5x6 11 6.00 12 - -- 14 -_ ' . 13 _.. -.. 12 _, 11 __ ..,. 10 — .... 6x8 HUS26 3x4 11 HUS26 5x6 — HUS26 7xB = HUS26 Sx6 = HUS26 3x4 11 HUS26 6x8 = = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 20-4-3 Scale = 1:63.1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.41 BC 0.42 WB 0.61 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.15 11-12 >999 360 -0.30 11-12 >999 240 0.09 9 n/a n/a 0.20 13-14 >999 240 PLATES GRIP MT20 2441190 Weight: 443 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 5-12: 2x4 SP M 30 REACTIONS. (size) 1=0-7-10, 9=0-7-10 Max Horz 1=-336(LC 23) Max Uplift 1=-3221(LC 8), 9=-2789(LC 8) Max Grav 1=6043(LC 1), 9=5769(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10649/5528, 2-4=-8847/4518, 4-5=-6796/3505, 5-6=-6796/3505, 6-8=-8819/4378, 8-9=-10513/5087 BOT CHORD 1-14=-4834/9435, 13-14=-4834/9435, 12-13=-3791/7883, 11-12=-366617858, 10-11=-4435/9310, 9-1 0=-4435/931 0 WEBS 5-12=-2845/5686, 6-12=-2690/1390, 6-11=-1105/2647, 8-11 =-1 688/884, 8-10=-541/1405, 4-12=-2726/1573, 4-13=-1301/2586, 2-13=-1802/1199, 2-14=-821/1505 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. This item has been 3) Unbalanced roof live loads have been considered for this design. electronically Signed and 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=31ft; eave=4ft; Cat. led b Magid, Michael, PE II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 seay g 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Using a Digital Signature. 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. document are not considered Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) signed and sealed and the 1=3221,9=2789. 8) 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 1-0-12 signature must be verified from the left end to 28-10-12 to connect truss(es) to front face of bottom chord. On any electronic Copies. 9) Fill all nail holes where hanger is in contact with lumber. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: Continued on page 2 September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280430 76952 GRL Common Girder 1 n L Job Reference o tlonal i5 .a3u S Jul zz ZUZU MI I eK industries, Inc. Fri Sep 11 14:20:36 2020 Page 2 ID:mis?TWUG3iZ?eEyY9QLybyklSJ-3YZFhKXrFZCuJMQGB7cX?eTt tYu3R3g02??47Tyegnv LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-9=-60, 15-18=-20 Concentrated Loads (lb) Vert:12=-615(F) 14=-641(F) 21=-641(F) 22=-641(F) 23=-641(F) 24=-641(F) 25=615(F) 26=-615(F) 27=-615(F) 28=-615(F) 29=-615(F) 30=-615(F) 31=-615(F) 32=-615(F) 33=-615(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only 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 ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply ERIK MELVILLE Til T21280431 76952 JACK -OPEN 4 1 Job Reference (optional) s Truss, Inc., Pon Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:37 2020 Page 1 I D:m Is?T W UG3iZ?eEyY9 QLybykl5J-Yl7d ugYTOtKlxW?Tkg7mYr?COxH DAeYAGfkdgvyegnu -2-6-0 1-0-0 2-6-0 1-0-0 i 1-0-0 i 1-0� Scale = 1:11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=160(LC 12) Max Uplift 3=-128(LC 1), 2=-601(LC 12), 4=-38(LC 1) Max Grav 3=238(LC 12), 2=401(LC 1), 4=79(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 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 0-11-14 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=128, 2=601. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p at building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV 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 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 Qry Ply ERIK MELVILLE T21280432 76952 J3 JACK -OPEN 4 1 Job Reference optional) s I russ, Inc., tort Fierce, t-L 8.330 s Jul 22 2020 MITek Industries, Inc. Fri Sep 11 14:20:38 2020 Page 1 I D:mis?T W UG3 iZ?eEyY9QLybykl5J-Oxh?6OZ6nASczgaflXf?43YN8Lb7v5oJVJU BCLyegnt -2-6-0 3-0-0 2-6-0 3-0-0 N r` Scale = 1:16.8 3-0-0 3-0-0 Plate Offsets (X,Y)— [2:Edge,0-0-11) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=222(LC 12) Max Uplift 3=-60(LC 9), 2=464(LC 12), 4=-43(LC 9) Max Grav 3=39(LC 17), 2=343(LC 1), 4=42(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-74 to 0-3-5, Interior(1) 0-3-5 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=464. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MITek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall HT BE' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-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 ERIK MELVILLE JTruss T21280433 76952 JACK -OPEN ]29 1 Job Reference (optional) s Truss, Inc., Fort fierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:38 2020 Page 1 ID:m I s?T W UG3iZ?e EyY9QLybykl5J-Oxh76OZ6nAScZgaflXf?43YN8LV7v5oJVJUBCLyegnt -2-6-0 - 5-0-0 2-6-0 5-0-0 Scale = 1:21.7 5-0-0 5-0-0 Plate Offsets (X,Y)— [2:0-0-0,0-0-31 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.10 4-7 >623 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=287(LC 12) Max Uplift 3=-140(LC 12), 2=-495(LC 12), 4=-82(LC 9) Max Grav 3=120(LC 17), 2=395(LC 1), 4=77(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at=lb) 3=140, 2=495. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 e604 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSYTP/1 Quality Criteria, DSB-69 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 ERIK MELVILLE 76952 J5A JACK -OPEN 2 1 T21280434 Job Reference o tional russ, rnu., run rierce, rL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:39 2020 Page 1 I D:m Is1T W U G3 iZ7e EyY9 QLybykl5J-U7FN JMakYUaTAp9rsFAEd G4XEIgNeY2SkzDkknyeg ns 5-0-0 Scale = 1:18.7 3x5 = 5.0-0 5-0-0 Plate Offsets (X,Y)— [1:0-0-0,0-0-3) LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.11 3-6 >548 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-7-10, 2=Mechanical, 3=Mechanical Max Horz 1=159(LC 12) Max Uplift 1=-189(LC 12), 2=-196(LC 12), 3=-90(LC 12) Max Grav 1=198(LC 1), 2=150(LC 1), 3=80(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=189, 2=196. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5119I2020 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 M iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 ERIK MELVILLE T21280435 76952 J7 Jack -Open 3 1 Job Reference o tional Russ, Inc., Fort Fierce, FL 2-6-0 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:39 2020 Page 1 I D:mis?TWUG3i2?eEyY9QLybykl5J-U7FNJMakYUaTAp9rsFAEdG4WzlsgeY2SkzDkknyegns 7-0-0 Scale=1:26.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.16 4-7 >527 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.08 4-7 >999 240 Weight: 36 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=351(LC 12) Max Uplift 3=-197(LC 12). 2=-394(LC 12) Max Grav 3=215(LC 17), 2=463(LC 1). 4=111(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 3=197.2=394. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p �• building design, Bracing Indicated Is to prevent buckring of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek♦ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 ERIK MELVILLE T21280436 76952 JA Jack -Open 2 1 Job Reference (optional) s Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:40 2020 Page 1 ID:mis?TWUG3iZ?eE_rY9QLybykl5J-yKplXibMJoiKozkl QyhT9Udd691YN?IcydzHGEyegnr -2-7-4 4-7-14 2-7-4 4-7-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.01 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.03 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 FBC2017/TPI2014 Matrix -MP Wind(LL) -0.02 4-7 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=269(LC 12) Max Uplift 3=-91(LC 12), 2=-398(LC 12) Max Grav 3=120(LC 17), 2=394(LC 1), 4=71(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:20.4 0 v N PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -2-8-7 to 1-6-7, Exterior(2) 1-6-7 to 4-7-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=398. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSLITP/r 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 ERIK MELVILLE T21280437 76952 JB Jack -Open 4 1 Job Reference (optional) unanrumb r rubs, rnc., Fur[ Pierce, n_ 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:41 2020 Page 1 I D:ml s7T W UG3iZ7eEyY9QLybykl5J-Q W N8k2b_45q BQ7J EzgCi ihAnszbO6SYl B H irpgyegnq -2-7-4 2-10-6 2-7-4. 2-10.6 Scale: 3/4"=1' 2-10.6 2-10-6 Plate Offsets (X,Y)— [2:0-0-0,0-0-7) LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.00 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MP Wind(ILL) -0.01 4-7 >999 240 Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-36(LC 9), 2=-419(LC 12) Max Grav 3=39(LC 17), 2=353(LC 1), 4=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -2-8-7 to 1-6-7, Exterior(2) 1-6-7 to 2-9-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=419. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy 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 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 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 ERIK MELVILLE T21280438 76952 JC Jack -Open 3 1 Job Reference (Optional) s Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:41 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-QWN8k2b_45gBQ7JEzgCiihAtNZes6SYIBHirpgyegnq 2�-0 2-1-13 2 6-0 2-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl L/d TCLL 20.0 Plate Grip'DOL 1.25 TC 0.43 Vert(LL) 0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=195(LC 12) Max Uplift 3=-12(LC 9), 2=-430(LC 12), 4=2(LC 1) Max Grav 3=57(LC 12), 2=337(LC 1), 4=35(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:14.7 PLATES GRIP . MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 2-1-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=430. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. SM912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek* LL q� � building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV I) 1T ®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 ANS11TP11 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 ERIK MELVILLE 76952 JD Jack -Open 1 1 T21280439 r:hnmh— T.— 1—r,.w oo,.-..,, n Job Reference (optional) assu s Jul zz zozu Mi Iek industries, Inc. Fri Sep 11 14:20:42 2020 Page 1 1-8-0 ID:mis?TW UG3iZ?eEyY9QLybykl5J-uixWyOccgPy21 HtQXNjxFui8Eyl BrvnvQxSOL6yegnp i 180 a nn 3x4 = Scale = 1:10.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 6 >999 240 Weight: 7 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-7-10, 2=Mechanical, 3=Mechanical Max Horz 1=53(LC 12) Max Uplift 1=-19(LC 12). 2=-60(LC 12), 3=-3(LC 12) Max Grav, 1=66(LC 1), 2=57(LC 17), 3=26(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2, 3. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent 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 busses and truss systems, see ANSIMP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply ERIK MELVILLE T21280440 76952 JE Jack -Open 2 1 Job Reference (optional) wamuers truss, inc., Pon Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:42 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-uixWyOccgPy21 HtOXNjxFui27y_9rvnvQxSOL6yegnp -2-6.0 1-8-0 ' 2-6-0 1-" N d Scale = 1:13.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 4-7 >999 240 Weight: 15 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=181(LC 12) Max Uplift 3=45(LC 1), 2=468(LC 12), 4=-12(LC 1) Max Grav 3=106(LC 12), 2=345(LC 1), 4=45(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 1-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf, h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 1-7-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=468. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall�- building design. Bracing Indicated is to 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-69 and BCS/ Building Component 6904 Parke East Blvd. Safety Informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply ERIK MELVILLE T21280441 76952 K Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:43 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-MvUu9kdEbj4vfRSc55EAn6FB6MGJaJ32fbBxtZyegno 2-1-10 6-4-0 9-0-0 14-6-6 1" 6 2-1-10 4-2-6 2 8.0 5-6-6 1-3-0 Scale=1:28.2 5x8 = I� 0 3x4 11 6x8 = 3x4 = 3x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.54 BC 0.51 WB 0.25 Matrix -MS DEFL. in Vert(LL) -0.21 Vert(CT) -0.43 Horz(CT) 0.11 Wind(LL) 0.35 (loc) Udefl Ud 9-10 >8B7 360 9-10 >432 240 7 n/a n/a 9-10 >530 240 PLATES GRIP MT20 244/190 Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-3 oc bracing. REACTIONS. (size) 1=0-7-10, 7=Mechanical Max Horz 1=120(LC 12) Max Uplift 1=-381(LC 12), 7=-419(LC 9) Max Grav 1=625(LC 1), 7=625(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-859/727, 2-3=-1221/1023, 3-4=-1108/966, 4-5=-1074/900 BOT CHORD 1-13=-635/646, 11-12=-1247/1284, 10-11=-934/1103, 9-10=-584/679, 5-9=-114/251, 7-8=-336/367 WEBS 2-11=-316/317, 3-11=-269/371, 4-10=-289/349, 5-7=-932/854, 5-10=-327/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 6-4-0, Extedor(2) 64-0 to 9-0-0, Interior(1) 9-0-0 to 15-7-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically Signed and 1=381, 7=419. sealed b y Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MELVILLET21280442 FERIK 76952 Kt Roof Special 1 1Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:44 2020 Page 1 ID:mis?TWUG3IZ?eEyY9QLybykl5J-g52GM3etMOCIHbl pfomPKJoPVmZDJglBtFxVP?yegnn 2-1-10 64-0 7-0-0 14-6.6 15-9.6 2-1-1do 4-2-6 0-8-0 1 7-6-6 12 3x4 II 3x4 = 4x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.07 9-10 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.17 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 10-11 >999 240 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30'ExcepV 5-8: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 7=Mechanical Max Horz 1=184(LC 12) Max Uplift 1=-370(LC 12), 7=-471(LC 9) Max Grav 1=625(LC 1), 7=625(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-835/634, 2-3=-1083/858, 3-4=-820/794, 4-5=-976/868, 6-7=-303/244 BOT CHORD 1-12=-654/626, 10-11=-1346/1302, 9-10=-353/388, 7-8=-280/291 WEBS 2-10=-394/462, 5-10=-543/620, 5-7=-967/931 Scale = 1:28.2 7x8 II 3x4 II 8 7 6x8 = 3x4 II PLATES GRIP MT20 244/190 Weight: 99 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-4-0, Exterior(2) 64-0 to 7-0-0, Interior(1) 7-0-0 to 15-7-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=370,7=471. IQ 0 This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not Nat 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 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 ERIK MELVILLE T21280443 76952 K2 Half Hip 1 1 Job Reference (optional) 2-1-1 5x8 = 2x3 11 11 3x4 = 3x4 II o—iju s JUI zz zuzu mi I eK Industries, Inc. eft sep 11 14:ZU:45 ZUZU Page 1 17 14-6-6 6x8 = 3x4 II 18 19 4 5 7 6 6x8 = 3x4 II I9 0 Scale: 3/8'=1' LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.58 BC 0.97 WB 0.76 Matrix -MS DEFL. in Vert(LL) -0.09 Vert(CT) -0.19 Horz(CT) 0.09 Wind(LL) 0.19 (loc) Vdefi Ud 9-10 >999 360 9-10 >972 240 6 n/a n/a 9-10 >964 240 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc puriins, BOT CHORD 2x4 SP M 30'Except* except end verticals. 2-11,4-7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 6=Mechanical Max Horz 1=248(LC 12) Max Uplift 1=-355(LC 12), 6=-475(LC 9) Max Grav 1=625(LC 1), 6=625(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=763/525, 2-3=912/713 BOT CHORD 1-11=-610/545, 9-10=-820/807, 8-9=-821/815, 4-8=-282/410 WEBS 3-9=-13/322, 3-8=-691/696, 4-6=-791/787 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-8-0, Exterior(2) 7-8-0 to 11-10-15, Interior(1) 11-10-15 to 15-7-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 6) Refer to girder(s) for truss to truss connections. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=355,6=475. sealed b Ma y Id, Michael, PE g 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280444 76952 K3 Half Hip 1 1 Job Reference (optional) �.��� a .+m cc tutu rvn i en n iuusmns, mc. rn oep i r 14:Lu:4o zuzu rage _i 4-10-6 Sx8 = 44 =3x4 II 3 17 18 19 4 5 Im 0 11 2x3 II 7 3x4 = 3x4 II 6 6x8 = 3x4 11 2-1-10 9-8-0 14-6-6 , 15-9-6 Scale = 1:35.8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017IrP12014 CS1. TC 0.78 BC 0.91 WB 0.58 Matrix -MS DEFL. In Vert(LL) -0.17 Vert(CT) -0.37 Horz(CT) -0.13 Wind(LL) 0.35 (loc) Udell Ud 9-10 >999 360 9-10 >504 240 6 n/a n/a 9-10 >537 240 PLATES MT20 MT18HS Weight: 101 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, BOT CHORD 2x4 SP M 30'Except- except end verticals. 2-11,4-7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 6=Mechanical Max Horz 1=313(LC 12) Max Uplift 1=-336(LC 12), 6=-452(LC 9) Max Grav 1=630(LC 17), 6=625(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-737/458, 2-3=-737/503 BOT CHORD 1-11=-614/531, 9-10=-662/647, 8-9=-663/654, 4-8=-437/488 WEBS 3-9=27/345, 3-8=-730/737, 4-6=-552/545 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-8-0, Exterior(2) 9-8-0 to 13-10-15, Interior(1) 13-10-15 to 15-7-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically Signed and 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 Qt=lb) sealed by Magid, Michael, PE 1=336, 6=452. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 11,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5f19/2020 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 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 ANSI/TPN qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 l Job Truss Truss Type Qry Ply ERIK MELVILLE T21280445 76952 K4 Half Hip 1 1 Job Reference (optional) --•••-• -� � ••• • �•• • •�o.00u b dw cc zuzu Ivn i er, mousmes, Inc. rn oep I I vc.&u:4t zuzu rage 1 I D:mis7TWUG3iZ7eE,yY9QLybykl5J-FgkP75glfxaK82mOKwJ6yyQu9zVIW3OeZD99OKyegnk 2-1-10 7-0-0 11.8-0 14-6-6 15-9-6 Ti-10 4-10.6 4-8-0 2-10-6 1-3-0 5x8 = 4x4 = 3x4 II 4 19 5 6 Im 0 13 24 II 3x4 = 8 7 3x4 = 3x4 II 6x8 = 11-8-0 Scale = 1:39.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CS1. TC 0.47 BC 0.99 WB 0.45 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.07 11-12 >999 360 -0.15 11-12 >999 240 -0.08 7 n/a n/a 0.15 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 119 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 -Except- except end verticals. 2-13,5-8: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 7=Mechanical Max Horz 1=377(LC 12) Max Uplift 1=-313(LC 12), 7=-467(LC 12) Max Grav 1=633(LC 17), 7=629(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=772/401, 2-3=-1016/681, 3-4=464/324 BOT CHORD 1-13=-617/587, 11-12=-973/976, 10-11=-973/976, 9-10=-376/360, 5-9=-475/496 WEBS 3-10=-748/722,4-10=-353/472,4-9=-540/563, 5-7=-550/587 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-8-0, Extedor(2) 11-8-0 to 15-7-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) electronically signed and 1=313, 7=467. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Vedfy 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 my building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k♦ Is always required for stability and to prevent collapse with possible personal Injury andproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city MELVILLET21280446 76952 K5 Half Hip 1 7PlyEFRIK Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:48 2020 Page 1 I D:mis?TWUG3iZ?eEyY9QLybykl5J-jslnCRhNQFiBICLauegLU9y2zNrLFOfnotviYmyegnj 2-1-10 VIO-13 13-8-0 4 6-6 15-9-6 2-1-10 5-9-3 5-9-3 -10-6 1-3-0 i 4x6 = 6x8 = 3x4 11 5 6 12 2x3 II 8 7 3x4 = 3x4 II 6x8 = 3x5 = I2 Scale = 1:45.4 2-1-10 7-10-13 14-M 3x15-� 6 2-1-10 6-7-9 1-3-0 Plate Offsets (X,Y)— [2:0-1-12,0-0-14), [2:0-2-8,0-3-5), [11:0-0-0,0-1-12j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.19 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.09 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.19 10-11 >962 240 Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 2-12,5-8: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 7=Mechanical Max Horz 1=441(LC 12) Max Uplift 1=-286(LC 12), 7=-494(LC 12) Max Grav 1=632(LC 17), 7=655(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-762/323, 2-3=-938/506 BOT CHORD 1-12=-606/582, 10-11=-870/916, 9-10=870/916, 5-9=-340/485 WEBS 3-10=-6/321, 3-9=-919/847, 5-7=-672/848 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-8-0, Extedor(2) 13-8-0 to 15-7-10 zone;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and 1=286, 7=494. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-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 Val' 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 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 ERIKMELVILLE T21280447 76952 K6 Half Hip 1 1 Job Reference (optional) ••�� • • o.00u s uui xc cuzu mi i ex mcusmes, Inc. rn sap itia:zu:4a tutu rage 1 ID:mis?TWUG3IZ?eEyY9QLybykl5J-B3s9Qni?BZg2NMwmRLLal NVFOnLb_sNxl XeG5Cyegni 7-11-10 15-8-0 1 -0 6 7-11-10 7-8-6 0-0 16 6.00 12 4 3x6 = Scale = 1:46.9 4x4 7 12 3x6 = B 4 0 N 6 5 3x4 = 3x4 = 3x4 II LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 5-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.13 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 6-11 >999 240 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP M 30 REACTIONS. (size) 1=Mechanical, 12=Mechanical Max Horz 1=501(LC 12) Max Uplift 1=-265(LC 12), 12=-513(LC 12) Max Grav 1=638(LC 17), 12=670(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=881/305, 4-7=337/474 BOT CHORD 1-6=-675/782 WEBS 6-7=711/783, 2-7=-767/655, 4-12=-671/553 PLATES GRIP MT20 244/190 Weight: 115 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-7-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=265, 12=513. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overalls building design. Bracing Indicated is to prevent buckling of individual truss web end/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. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Ply ERIK MELVILLE jQty T21280448 76952 K7 Monopitch g 1 Job Reference (optional) c.uaowsfs r Fuss, mc., Purr Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:50 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-fFQXd7idysyv7W Vy73spZa2QaBhjjRF4GBOpdfyegnh 8-0-1 16-0-6 8-0-1 8-0-5 6.00 3x6 = Scale = 1:47.2 3x4 = 2x3 II 8-0-1 8-0-1 4x4 = 16.0-6 8-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.14 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.06 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 6-10 >999 240 Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 2-5 REACTIONS. (size) 1=Mechanical, 11=Mechanical Max Horz 1=501(LC 12) Max Uplift 1=-265(LC 12), 11=-513(LC 12) Max Grav 1=638(LC 17), 11=670(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=880/304, 5-7=-345/484, 4-7=-345/484 BOT CHORD 1-6=-674/781, 5-6=674/781 WEBS 2-6=0/343, 2-5=-853/743, 4-11=-671/553 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-7-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=265,11=513. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 ERIK MELVILLE �Monopltch T21280449 76952 K8 2 1 Job Reference o tlonal cuss, Inc., tort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:50 2020 Page 1 ID:mis7TWUG3iZ7eEyY9QLybykl5J-fFQXd7idysyv7 W Vy73spZa2QaBhpRF4GBOpdfyegnh 8-0-1 16-0-6 8-0-1 4 Scale = 1:47.2 6.00 12 4x10 — 4x6 3x4 i 2 3 3x6 = rn m 12 LA 3x6 = 711 1 0 q -6-•II N 6 5 3x4 = 2x3 II 4x4 = 8-0-1 16-0-6 8-0-1 8-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.14 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.06 11 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.07 6-10 >999 240 Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 1=0-7-10, 11=Mechanical Max Horz 1=501(LC 12) Max Uplift 1=-265(LC 12). 11=-513(LC 12) Max Grav 1=638(LC 17). 11 =670(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=880/304, 5-7=-345/484, 4-7=-345/484 BOT CHORD 1-6=-674/781, 5-6=-674/781 WEBS 2-6=0/343, 2-5=-853/743, 4-11=-671/553 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-7 oc bracing. 1 Row at midpt 2-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-7-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 1=265,11=513. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. k® Design valid for use only with MiTeconnectors. 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 NliTek- 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 AMSIITP11 Quality Criteria, DS8.89 and BCS/ Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parkrk East Job Truss Truss Type cityPly ERIK MELVILLE T21280450 76952 KJ3 Diagonal Hip Girder 1 1 Job Reference o tional tlAJu s JUI zz zuzu mi I eK Inaustnes, Inc. I-n Sep 11 14:2U:51 2U20 Page 1 ID:mis?T WUG3iZ?eEyY90Lybykl5J-7RzwrTjGjA5mcf49ZmO26oaclb5jS_ODUr7N95yegng -2-9-3 1-11-3 3-10-6 2-9-3 1-11-3 1-11-3 Scale = 1:17.9 3-10-6 3-10-6 Plate Offsets (X,Y)— [2:0-0-0,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 rile rile BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 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=0-8-2, 4=Mechanical Max Horz 2=238(LC 8) Max Uplift 3=-43(LC 6), 2=401(LC 8) Max Grav 3=229(LC 24), 2=372(LC 1), 4=83(LC 24) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at --lb) 2=401. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 120 lb up at 2-6-5, and 179 lb down and 66 lb up at 3-2-10 on top chord, and 36 lb down and 11 lb up at 2-6-5, and 33 lb down and 6 lb up at 3-2-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=37(B) 1 0=9(B) 11 =6(F) This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall r building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply ERIK MELVILLE T21280451 76952 KJ5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Fuss, inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:52 2020 Page 1 I D: m IS?TW UG3iZ?e EyYg QLybykl5J-bdXl2oku U U Dd EpeL7UvHf77kR_OpBO3N)VtwhXyeg of -3-6-7 3.6-1 7-0-2 3-6-7 3-6-1 3-6-1 Scale = 1:21.2 I� N n N Plate Offsets (X,Y)— [2:0-0-0,0-0-5) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.02 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-7, 5=Mechanical Max Horz 2=284(LC 8) Max Uplift 4=-127(LC 8), 2=-792(LC 8), 5=221(LC 5) Max Grav 4=138(LC 17), 2=732(LC 28), 5=225(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-943/412 BOT CHORD 2-7=-372/698, 6-7=372/698 WEBS 3-6=-772/411 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 4=127, 2=792, 5=221. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 lb down and 213 lb up at 1-6-1, 333 lb down and 213 lb up at 1-6-1, and 136 lb down and 73 lb up at 4-4-0, and 136 lb down and 73 lb up at 4-4-0 on top This item has been chord, and 138 lb down and 67 lb up at 1-6-1, 138 lb down and 67 lb up at 1-6-1, and 11 lb down and 5 lb up at 4-4-0, and 11 lb electronically signed and down and 5 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) loads sealed b Magid, Michael, PE SeaeY g section, applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf) Vert: 1-4=-60, 5-8=-20 signed and sealed and the Concentrated Loads (Ib) signature must be verified Vert: 11=138(F=69, B=69) 13=73(F=36, B=36) 14=9(F=5, B=5) on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 lifiI WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. p Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not pl!�yy a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MiTek* design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VliTe 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 ANSUTP/1 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 MELVILLE T21280452 76952 KJA Diagonal Hip Girder 1 1 �ERIK Job Reference (optional) 1 i ., rurt riarce, rL b.33U a JUI ZZ ZUZU MI I8K Industries, Inc. Fn Sep 11 14:20:53 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J4g5gF81 WFnLUszDXgBQWBDgOCOmVwuW Wy9cTE_yegne 1-11-4 3-10-7 1-11-4 1-114 Scale = 1:14.9 3x4 = LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a file BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-7-13, 2=Mechanical, 3=Mechanical Max Horz 1=111(LC 8) Max Uplift 1=-64(LC 8), 2=-125(LC 8), 3=-3(LC 8) Max Grav 1=198(LC 1), 2=146(LC 25), 3=63(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 2=125. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 31 lb up at 0-0-0, and 179 lb down and 66 lb up at 3-2-11 on top chord, and 33 lb down and 6 lb up at 3-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads•(plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 1=-47 8=6(B) This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 m� AyT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYI(IQ'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/TP/1 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 ERIK MELVILLE T21280453 76952 KJA5 Diagonal Hip Girder 2 1 Job Reference o tional Chambers i russ, Inc;., ron tierce, rL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:53 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-4g5gFBIWFnLUszDXgBQWBDgxcolOwuW Wy9cTEyegne -2-9-3 2-9-0 5-6-1 2-9-3 2-9-0 2-9-0 5-6-1 5-6-1 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 4-7 >865 240 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.08 4-7 >812 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 3=Mechanical, 2=0-8-2, 4=Mechanical Max Horz 2=285(LC 8) Max Uplift 3=-79(LC 5), 2=-369(LC 8) Max Grav 3=134(LC 28),2=402(LC 1),4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:21.5 I N A C N PLATES GRIP MT20 244/190 Weight: 30 lb . FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=1b) 2=369. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 152 lb up at 2-6-5, and 232 lb down and 78 lb up at 3-2-10 on top chord, and 36 lb down and 11 lb up at 2-6-5, and 28 lb down and 6 lb up at 3-2-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=47(F)10=9(F)11=6(B) This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. *��R Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Rq a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 ANSYTPH 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 ERIK MELVILLE T21280454 76952 L Common 3 1 Job Reference (optional) Chambers Truss, Inc., tort Pierce, rl- 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:54 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-YOf2TU1805TLT7okEvxlkQC3Bo?gfgmgAoM1 mQyegnd 2 6-0 7-9-10 15A-0 22-10-6 30-8-0 33-2-0 2-6-0 7-9-10 7 6 6 7-6-6 7.9-10 2-6-0 5x6 = R nn Scale = 1:57.8 I9 0 45 = max.. — 4x5 = 10-3-12 10-0-7 10-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.39 10-12 >947 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.56 10-12 >653 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.16 10-12 >999 240 Weight: 180 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Horz 2=-393(LC 10) Max Uplift 2=-999(LC 12), 8=-999(LC 12) Max Grav 2=1387(LC 17). 8=1387(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2033/1392, 4-5=-1816/1363, 5-6=-181611363, 6-8=-2033/1391 BOT CHORD 2-12=-940/1992, 10-12=-494/1296, 8-10=-1025/1721 WEBS 5-10=-456/819, 6-10=-479/532, 5-12=-457/818, 4-12=478/532 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 15-4-0, Exterior(2) 15-4-0 to 18-4-13, Interior(1) 18-4-13 to 33-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except ()t=lb) 2=999,8=999. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall�- building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280455 76952 M Common 1 1 Job Reference o Clonal • 1 1 • • . ,., � oaou s .tut zz zuzu INi I eK maustnes, Inc. Fn Sep 11 14:ZU:55 2U2U Page 1 I D: ml s7T W UG3iZ7eEyY9QLybykl5J-OCD QggmmnP b C5H NwocS_Ge1H rC POOmEpPS5alsyegnc 2-6-0 7-0-0 14-M 17-2-0 2 6-0 7-4-0 7-4-0 2-6-0 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matrix -MS Wind(LL) 0.04 6-12 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 4=0-7-10 Max Horz 2=204(LC 11) Max Uplift 2=-600(LC 12), 4=-600(LC 12) Max Grav 2=743(LC 1), 4=743(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-722/495, 34=722/496 BOT CHORD 2-6=-165/586, 4-6=-1651586 WEBS 3-6=0/299 Scale: 3/8"=l' I9 0 PLATES GRIP MT20 244/190 Weight: 79 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(l) 0-3-5 to 7-4-0, Extedor(2) 7-4-0 to 10-4-0, Interior(1) 10-4-0 to 17-3-4 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=600,4=600. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall" building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and 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 ERIK MELVILLE rMV2 T21280456 76952 Valley 6 1 Job Reference (optional) unamuers truss, inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:58 2020 Page 1 ID:m I s7T W UG3iZ7eEyY9QLybykl5J-QnuZJsof3Kzmyk6VTk0hu GN sl PV Db8l F5Q KEvByegnZ 2-0-0 2-0-0 Scale = 1:7.8 3x4 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=44(LC 12) Max Uplift 1=-23(LC 12), 2=-50(LC 12) Max Grav 1=56(LC 17), 2=47(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 50 lb uplift at joint 2. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �e@ 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 ANSI/TPH 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 ERIK MELVILLE T21280457 76952 MV4 Valley 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:59 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-u_SxWCpHgd5dauhhl SXwRUVVEpolKb?PK43oRdyegnY 4-M 4-M 3x4 11 2 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) Na n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=104(LC 12) Max Uplift 1=-55(LC 12), 3=-107(LC 12) Max Grav 1=130(LC 17), 3=141(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 1 and 107 lb uplift at joint 3. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING-Verlfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 ERIK MELVILLE T21280458 76952 MV6 Valley 5 1 Job Reference (optional) Chambers truss, inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:00 2020 Page 1 I D: ml s1T W U G3iZ7eEyY9QLybykl5J-MAOJjYgvbxDUC2Gtb929zh S9QD9L304YZkpL_4yegnX 3x4 II 3 5 4 3x4 i 2x3 II 3x4 II Scale = 1:18.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS.. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 1=168(LC 12) Max Uplift 4=-74(LC 12). 5=-217(LC 12) Max Grav 1=66(LC 1), 4=98(LC 17), 5=287(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-304/125 WEBS 2-5=-251/468 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 4 and 217 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall HV 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' ANSVTPIf 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 Ply ERIK MELVILLE �Qty T21280459 76952 MV8 Valley 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:00 2020 Page 1 I D:m Is?TWU G3iZ?eEyY9 QLybyklSJ-MAOJjYgvbxD U C2Gtb929zhS56 D7i3OoYZkpL_4yegnX 3x4 II 3 3x4 i 2x3 11 4 3x4 11 Scale = 1:23.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=233(LC 12) Max Uplift 4=-99(LC 12), 5=-299(LC 12) Max Grav 1=96(LC 1), 4=131(LC 17), 5=396(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/160 WEBS 2-5=-328/528 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 4 and 299 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.63681 MiTek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ®WARNING - Vedfy 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 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 ANSIfrP11 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 ERIK MELVILLE T21280460 76952 MV9 Valley 1 1 Job Reference (optional) UlydrnOerb r fuss, inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:01 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-rMaixtrXMFLLpCg48tZOWv?EidSToTzinOYu W WyegnW 9-8-0 9-8-0 3x4 i 2x3 51 43A 11 Scale=1:27.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdefI Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=9-8-0, 44-8-0, 5=9-6-0 Max Horz 1=286(LC 12) Max Uplift 4=-126(LC 12). 5=-355(LC 12) Max Grav 1=129(LC 1), 4=166(LC 17), 5=471(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-373/171, 3-4=-131/259 WEBS 2-5=-369/542 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Intedor(1) 3-7-7 to 9-64 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 4 and 355 lb uplift at joint S. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Vedfy 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 my building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 Truss Truss Type Ply ERIK MELVILLE T21280461 76952 MV10 Valley �Qty 4 1 Job Reference o tlonal -••-•••--•- • •---• •••-•• -•• • - o.�ou s �m «tutu wu i arc muusmes, Inc. rn oep i i iv:zu:ou zuzu rage i ID:m Is?T W UG3 iZ7eEyY9QLybykl5J-U PnpuAnOXij3jRy6MJzDprlOJckw7Ciye6r7rlyeg nb 10-0-0 Scale = 1:27.5 3x4 - 5 43x4 II 2x3 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.70 BC 0.34 WB 0.16 Matrix-S DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 (loc) I/defi L/d n/a 999 n/a 999 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0, 4=10-0-0, 5=10-M Max Horz 1=297(LC 12) Max Uplift 4=-130(LC 12), 5=-368(LC 12) Max Grav 1=134(LC 1), 4=172(LC 17), 5=488(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-381/176, 34=1351265 WEBS 2-5=-380/550 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; txp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 4=130, 5=368. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verlfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall {�� //�T�ek♦a building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing IVi l 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 ANS//TP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply ERIK MELVILLE �Qty T21280462 76952 MV11 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Fierce, FL 3x4 i 5 2x3 11 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:56 2020 Page 1 I D:mis?TWUG3iZ?eEyY9QLybykl5J-UPnpuAnOXij3jRy6MJzDprlSwcht7CRye6r7rlyegnb 4 3x4 11 Scale=1:32.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Weight: 48 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=11-10-0, 4=11-10-0, 5=11-10-0 Max Horz 1=356(LC 12) Max Uplift 4=-153(LC 12), 5=-444(LC 12) Max Grav 1=162(LC 1), 4=271(LC 17), 5=626(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-426/204, 3-4=-153/292 WEBS 2-5=-446/606 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-84 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s) except (jt=lb) 4=153, 5=444. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 11,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r ff 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 BCS/ 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 Ply ERIK MELVILLE ]Qly T21280463 76952 MV12 Valley 2 1 Job Reference (optional) cv rvn i cn a uu"'ro , uw. rn aep I I waLu:ar LULU rage 1 EyY9QLybykl5.1 bLB5Wo010rvLaXJvlUSM3gcZ?lfsfg6tmahNlyegna ID:.[.?TWUG�,�;. Scale = 1:33.1 3 3x4 5 8 4 3x4 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 48 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 4=12-0-0, 5=12-0-0 Max Harz 1=361(LC 12) Max Uplift 4=-155(LC 12), 5=-451(LC 12) Max Grav 1=165(LC 1), 4=276(LC 17), 5=638(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-430/206, 34=-155/295 WEBS 2-5=-452/611 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 4=155, 5=451. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912620 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 NEE, 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 MOTs K• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fP/f Quality Criteria, DSB-89 and BCSI Building Component SafetyIn/ormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280464 76952 MV14 Valley 2 1 Job Reference (optional) t.namua.. ...... on:., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:20:58 2020 Page 1 4-0-0ID:mis7TWUG3iZ7eEyY9QLybykl5J-QnuZJsof3Kzmyk6V rk0huGNgEPUob6fF5QKEvByegnZ 1 14-0-0 Scale = 1:38.4 3x4 i 7 6 53x4 II 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(ILL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (lb) - Max Horz 1=426(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 5=-111(LC 12), 6=-248(LC 12), 7=368(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=400(LC 17), 7=477(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-468/238, 2-3=272/119 WEBS 3-6=-259/359, 2-7=362/454 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 13-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 5, 248 lb uplift at joint 6 and 368 lb uplift at joint 7. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not HV 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 ANSgrPif Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss pe city Ply ERIK MELVILLE FV-I1-SyTy T21280465 76952 MVA 1 1 Job Reference (optional) 5.33U s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:02 2020 Page 1 I D:m Is?T W UG3iZ?eE-yY9QLybykl5J-JZ848 Ds97YTCRMPG ia4d36XUZOgcXwW rO21S2yyegnV 3x4 11 3 5 4 3x4 2x3 II 3x4 II Scale = 1:18.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-3-8, 4=6-3-8, 5=6-3-8 Max Horz 1=178(LC 12) Max Uplift 4=-78(LC 12), 5=-229(LC 12) Max Grav 1=70(LC 1). 4=103(LC 17), 5=303(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-313/131 WEBS 2-5=-263/479 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, InteNor(1) 3-7-7 to 6-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 4 and 229 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall MiTek* design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing NliTe 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 ANSU7P/1 Quality Criteria, DSS-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 MELVILLET21276952 �PlyTERIK PBA Piggyback 5 Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:03 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-nliSMZsnusb33V_SGIbsbK4iMQBTGOF_Fi17aCyegnU 22-8-0 11-4-0 Scale = 1:38.3 4x4 = 3x4 = 15 14 18 13 12 19 11 10 3x4 = 3x6 = 22-8-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 8 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=226(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8 except 14=-288(LC 12), 15=-222(LC 12), 11=-288(LC 12). 10=-222(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=392(LC 17), 14=408(LC 17), 15=296(LC 17), 11=407(LC 18),10=296(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 4-5=-139/261, 5-6=-139/268 WEBS 4-14=-299/375, 3-15=-230/296, 6-11=-299/375, 7-10=-230/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 3-4-0 to 11-4-0, Extedor(2) 11-4-0 to 14-4-0, Interior(1) 14-4-0 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (it=lb) electronically signed and 14=288, 15=222, 11=288, 10=222. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by Magid, Michael, PE designer. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Welk' 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/11"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 s Truss Type Qty ERIK MELVILLE JF"BB T21280467 76952 Piggyback 1 1PIly 1 Job Reference (optional) cuss, Inc., tort Fierce, tL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:03 2020 Page 1 ID: m Is?T W UG3iZ?eEyY9QLybykl5J-n li S MZsn usb33V_SG IbsbK4iGQBTG05_Fi 1 ?aOyegnU 11-0-0 1-8- 22-8-0 11-0-0 -8-0 11-0-0 Scale = 1:40.5 4xB = 3x4 = 15 14 16 13 12 17 11 10 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 8 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=-226(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 14=-288(LC 12), 15=-222(LC 12), 11=-288(LC 12), 10=-222(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=392(LC 17), 14=408(LC 17), 15=296(LC 17), 11=407(LC 18), 10=296(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 4-5=139/269. 5-6=-139/271 WEBS 4-14=-299/408, 3-15=230/296, 6-11=-299/408, 7-10=-230/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 3-4-0 to 11-4-0, Exterior(2) 11.4-0 to 15-4-0, Interior(1) 15.4-0 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (jt=lb) electronically signed and 14=288, 15=222, 11=288, 10=222. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by Magid, Michael, PE designer. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 BCS1 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 ERIK MELVILLE T21280468 76952 PBC Piggyback 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:05 2020 Page 1 I D:mis?TWUG3iZ?eE,yY9QLybykl5J-j8gCnFu2QTrnip8rNieKg1932EtlkIfHiOW6fHyegnS _ 10-0-0 12-8-0 22-8-0 10-0-0 2-6-0 10-0-0 Scale = 1:39.0 3x6 = 3x6 = 5 19 6 207 3x4 = 17 16 22 15 14 23 13 12 3x4 = 3x6 = Plate Offsets (X,Y)— [5:0-3-0,0-2-01,[7:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 10 n/r 120 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 10 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=-199(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 14, 10 except 16=-245(LC 12), 17=-235(LC 12), 13=-245(LC 12), 12=-235(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 10 except 14=367(LC 17), 16=383(LC 17), 17=302(LC 17), 13=379(LC 18), 12=303(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 4-5=-157/275, 5.6=-141/278, 6-7=-141/278, 7-8=-157/275 WEBS 4-16=-274/395, 3-17=-236/312, 8-13=-271/395, 9-12=-237/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 3-4-0 to 10-0-0, Exterior(2) 10-0-0 to 16-10-15, Interior(1) 16-10-15 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 10 except sealed by Magid, Michael, PE Qt=lb) 16=245, 17=235, 13=245, 12=235. using a Digital Signature. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Printed copies of this designer. document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANS11TP11 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 7 Jab Truss Truss Type Qty Ply ERIK MELVILLE T21280469 76952 FED Piggyback 1 3 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 44 = 3x4 = 12 2x3 II 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:06 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-BKNb_bvgBnzewzjt xQ9ZDyiFseD6Tm3RxgGfBjyegnR THIS TRUSS IS DESIGNED TO SUPPORT ONLY Z-0" OF UNIFORM LOAD AS SHOWN. 4x4 = 15 16 17 185 Scale = 1:39.3 IT 13 0 10 9 8 7 3x6 = 2x3 II 2x3 II 48 = 21-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC ' 0.03 Vert(CT) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-5-8. (lb) - Max Horz 2=174(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7 except 2=-120(LC 12), 12=-309(LC 12), 8=-321(LC 12). 11=-147(LC 12). 9=-117(LC 9) Max Grav All reactions 250 lb or less at joints) 7, 2 except 12=400(LC 17), 8=406(LC 18), 11=412(LC 17), 9=319(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-12=-312/424, 6-8=-314/434, 4-11=-252/282 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 9-0-6, Exterior(2) 9-0-6 to 13-3-5, Interior(1) 13-3-5 to 13-7-10, Exterior(2) 13-7-10 to 17-10-9, Interior(1) 17-10-9 to 21-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=1b) 2=120, 12=309, 8=321, 11=147, 9=117. 9) N/A 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall' building design. Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' 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 BCS1 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 MELVILLE T21280470 76952 PBE Piggyback 1 1 �ERIK Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:07 2020 Page 1 ID:mis?TWUG3iZ?eE-yY9QLybykl5J-fWxzBxvly56VX71EV7gomAFPm 1 YMCCJaAK?DjAyegnQ 9-0-0 13.8-0 22-8-0 9-0-0 4-8-0 9-0-0 3x6 = 19 20 Scale=1:38.8 34 = 21 22 7 3x4 = 17 16 24 15 14 25 13 12 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 10 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Bc 0.09 Vert(CT) 0.00 10 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 85 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=178(LC 11) Max Uplift All uplift 100 lb or less at joints) 2, 10 except 14=-124(LC 9), 16=-215(LC 12), 17=-240(LC 12), 13=-215(LC 12), 12=-240(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 10 except 14=380(LC 17), 16=362(LC 17), 17=307(LC 17), 13=354(LC 18),12=309(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown WEBS 4-16=-253/361, 3-17=-241/314, 8-13=-245/361, 9-12=-243/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 34-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 13-8-0, Exterior(2) 13-8-0 to 17-10-15, Interior(1) 17-10-15 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 10 except Qt=lb) 14=124, 16=215, 17=240, 13=215,12=240. sealed b y Magid, Michael, PE 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall � at building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiT®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 ANSI1TPI1 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 ERIK MELVILLE T21280471 76952 PBF Piggyback 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce. FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:08 2020 Page 1 I D:m ls7TW UG3iZ7eEyY9QLybykl5J-7iVLP HwwjO EM9HtQ3rB 1 INnaXRuOxfakO_I mGcyegnP 8-0-0 14-8-0 22-8-0 8-0-0 6-8-0 8-M 3x6 = Scale = 1:38.8 19 6 20 3x6 = 3x4 = 17 16 15 14 13 12 3x4 = 3x6 = 22-8.0 Plate Offsets (X,Y)— [5:0-3-0,0-2-0),[7:0-3-0,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 10 n/r 120 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 10 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-0. (lb) - Max Harz 2=158(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 10 except 14=-186(LC 9), 16=-191(LC 12), 17=-242(LC 12), 13=-191(LC 12), 12=-242(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 10 except 14=320(LC 21), 16=330(LC 17), 17=316(LC 17), 13=313(LC 18), 12=318(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 6-14=-241/268, 4-16=-247/312, 3-17=-245/354, 8-13=-231/312, 9-12=-247/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 3-4-0 to 8-0-0, Exterior(2) 8-0-0 to 12-2-15, Interior(1) 12-2-15 to 14-8-0, Exterior(2) 14-8-0 to 18-10-15, Interior(1) 18-10-15 to 224-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically signed and Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 10 except b Magid, Michael, PE Qt=lb) 14=186, 16=191, 17=242, 13=191, 12=242. sealed y g 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 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 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 ERIK MELVILLE T21280472 76952 PBG Piggyback 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:09 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-cv3jccxYUiMCnQSccYiGrbKjzrEbg6UtdeUKo2yegnO 22.8-0 Scale=1:38.8 4x4 = B On 119 17 ' 18 4x4 = 3x4 = 15 14 13 12 11 10 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 9 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=-117(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-106(LC 12), 12=-313(LC 9), 15=-176(LC 12), 10=-176(LC 12), 8=-106(LC 12). 14=-159(LC 8), 11=-164(LC 9) Max Grav All reactions 250 lb or less at joints) 2, 15, 10, 8 except 12=483(LC 21), 14=295(LC 21), 11=295(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 5-12=-372/428, 3-15=-180/293, 7-10=-180/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 34-0 to 6-0-0, Extedor(2) 6-0-0 to 10-2-15, Interior(1) 10-2-15 to 16-8-0, Extedor(2) 16-8-0 to 20-10-15, Interior(1) 20-10-15 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf 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 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2, 313 lb uplift at 12, 176lb Sealed by Magid, Michael, PE joint uplift at joint 15, 176lb uplift at joint 10, 106lb uplift at joint 8, 159 lb uplift at joint 14 and 164 lb uplift at joint 11. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ,A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propefly 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 ANS117P/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 Ply ERIK MELVILLE T21280473 76952 PBH Piggyback �Qty 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:10 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-45d5gyyAEOU3OaOoAGDVNotwJFbZPZLOslEtKUyegnN 4-0-0 18-B-0 22-8-0 4-0-0 14-8-0 4-0-0 30 = 6.00 12 18 19 0 20 21 Scale = 1:38.8 3x6 = 3x4 = 17 16 15 14 13 12 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 3x6 = 22-8-0 22-8-0 CSI. DEFL. in (loc) I/deft Ud TC 0.09 Vert(LL) 0.00 10 n/r 120 BC 0.06 Vert(CT) 0.00 10 n/r 90 WB 0.09 Horz(CT) 0.00 10 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=76(LC 11) Max Uplift All uplift 100lb or less atjoint(s) except 2=-126(LC 12), 14=-201(LC 12), 16=-268(LC 8), 17=-148(LC 12), 13=-269(LC 9), 12=-148(LC 12), 10=-126(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 10 except 14=317(LC 1), 16=327(LC 22), 17=262(LC 17), 13=327(LC 21),12=252(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-14=-238/260, 5-16=-245/299, 7-13=-245/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-4-0, Interior(1) 3-4-0 to 4-0-0, Exterior(2) 4-0-0 to 8-2-15, Interior(1) 8-2-15 to 18-8-0, Exterior(2) 18-8-0 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 2, 201 lb uplift at led Magid, Michael, PE seay g joint 14, 268lb uplift at joint 16, 148lb uplift at joint 17, 269lb uplift•atjoint 13, 148 lb uplift at joint 12 and 126lb uplift at joint 10. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {{ r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 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 Qty Ply ERIK MELVILLE 7777�'Uss T21280474 76952 BI Piggyback 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.00 12 4x4 = 3 17 2 0 c 3x4 = 16 18 4 LOADING (ps" SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 15 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:11 2020 Page 1 ID:mis?TW UG3iZ?eEyY9QLybykl5J-YHBU1 Izo?JcwOkb?kzlkwOP4JfwV80FA5yzQsxyegnM Wi 7 21 12 CSI. DEFL. in (loc) I/defi Lid TC 0.14 Vert(LL) -0.00 9 n/r 120 BC 0.08 Vert(CT) -0.00 9 n/r 90 WB 0.11 Horz(CT) 0.00 11 n/a n/a Matrix-S 4x4 = 228 Scale = 1:38.8 Im 9,0 o Io Iw a 11 3x4 = PLATES GRIP MT20 244/190 Weight: 68 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 20-10-6. (lb) - Max Horz 2=-35(LC 10) Max Uplift All uplift 100 lb or less at joints) 2, 9 except 16=-165(LC 8), 11=-165(LC 9), 13=-192(LC 12), 15=-342(LC 8), 12=-342(LC 9) Max Grav All reactions 250lb or less atjoint(s) 2, 9 except 16=270(LC 1), 11=270(LC 1), 13=314(LC 1). 15=405(LC 22), 12=405(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-16=-195/255,8-11=-195/250,4-15=-309/370,7-12=-309/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-2-15, Interior(1) 6-2-15 to 20-8-0, Exterior(2) 20-8-0 to 22-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9 except Qt=lb) This item has been 16=165, 11=165, 13=192, 15=342,12=342. electronically signed and 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPH Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply ERIK MELVILLE T21280475 76952 PBJ Piggyback 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL i 6.00 12 4x5 = 4x5 = 3x4 11 2 18 3 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:12 2020 Page 1 ID:mis?T W UG3iZ?eEyY9QLybykl5J-OUlsFezRmdkneuABlgGzSDyER2EatSnJJcj_PNyegnL 30-7-2 30-7-2 17 16 15 24 14 13 12 11 10 3x4 = 3x4 11 3x6 = Scale = 1:55.5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.24 BC 0.16 WB 0.16 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.00 9 n/r 120 0.01 9 n/r 90 0.01 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29-8-5. (lb) - Max Horz 17=-306(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 8 except 17=-106(LC 24), 14=-192(LC 12), 16=-240(LC 8), 15=-258(LC 8), 10=-342(LC 12), 13=-129(LC 12), 11=-361(LC 9) Max Grav All reactions 250 lb or less at joint(s) 17, 14, 8 except 16=501(LC 17), 15=560(LC 18), 10=431(LC 18). 13=327(LC 22), 11=536(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-281/131 BOT CHORD 16-17=-146/363, 15-16=-153/373, 14-15=-146/362, 13-14=-146/362, 11-13=-156/373, 10-11 =-1 561373, 8-1 0=-1 36/340 WEBS 4-14=-200/260, 2-16=299/346, 3-15=305/380, 7-10=-310/470, 6-11=415/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-7-2, Intedor(1) 4-7-2 to 7-7-2, Exterior(2) 7-7-2 to 10-7-2, Interior(1) 10-7-2 to 25-7-2, Exterior(2) 25-7-2 to 28-7-2, Interior(1) 28-7-2 to 30-3-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. This Item has been 5) Gable requires continuous bottom chord bearing. electronically Signed and 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with.any other live loads. 7) ' This has been sealed by Magid, Michael, PE truss 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. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Gt=lb) Printed copies of this 17=106, 14=192, 16=240, 15=258, 10=342, 13=129, 11=361. document are not considered 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building signed and sealed and the desi 9 signature must be verified on any electronic copies. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andfor 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 ANS11TP11 Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safelylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply ERIK MELVILLE T21280476 76952 PBK Piggyback 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL . 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:13 2020 Page 1 I D:mis?TW UG3iZ?eEyY90Lybykl5J-UgIES_3XxseF2lNrOnC?RVP WSa9cwZTYGSXxpyegnK 0-1 10 30-7-2 0-1- 0 30-5-8 6.00 112 3x4 II 4x4 = 1 20 2 21 3 Scale = 1:54.1 19 18 17 16 15 14 13 12 11 3x4 = 3x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 CSI. DEFL. in (loc) Udefi L/d TC 0.16 Vert(LL) 0.00 9 n/r 120 BC 0.13 Vert(CT) 0.00 9 n/r 120 WB 0.12 Horz(CT) 0.01 9 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29-8-5. (lb) - Max Horz 19=-307(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 19=-104(LC 8), 15=-200(LC 12). 18=-302(LC 8). 13=-229(LC 9), 11=-233(LC 12), 17=-177(LC 12), 16=-126(LC 12), 12=-243(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 19, 9,16 except 15=318(LC 1), 18=520(LC 17), 13=348(LC 1). 11=318(LC 18), 17=323(LC 18), 12=305(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-360/143 BOT CHORD 18-19=-141/372,17-18=-141/372,16-17=-135/363,15-16=-142/372,13-15=-142/372, 12-13=-142/372, 11-12=-132/355,9-11=-132/355 WEBS 5-15=-240/259, 2-18=-314/355, 6-13=-266/307, 8-11=-249/327, 3-17=-188/258, 7-12=-223/366 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 9-0-10, Extedor(2) 9-0-10 to 11-7-2, Interior(1) 11-7-2 to 23-7-2, Exterior(2) 23-7-2 to 26-7-2, Interior(1) 26-7-2 to 30-3-3 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x3 MT20 unless otherwise indicated. This Item has been 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Magid, Michael, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 19, 200 lb uplift at Printed copies of this joint 15, 302 lb uplift at joint 18, 229 lb uplift at joint 13, 233 lb uplift at joint 11, 177 lb uplift at joint 17, 126 lb uplift at joint 16 and 243 document are not considered III uplift at joint 12. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building signed and sealed and the designer. signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall�- building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeiC- 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 ANS9TP/1Quality 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 ERIK MELVILLE fruss T21280477 76952 BL Piggyback 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 30 11 4x4 = ' 20 ' 21 3 6.00 112 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:14 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-ysscfK?hl E_VtCKaP51RYel aysw7LMucnwC4TGyegnJ Scale = 1:54.1 19 18 17 16 15 14 13 12 11 3x4 = 3x4 11 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 CSI. DEFL. in (loc) Udefl Lid TC 0.18 Vert(LL) 0.00 9 n/r 120 BC 0.15 Vert(CT) 0.00 9 n/r 120 WB 0.12 Horz(CT) 0.01 9 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 117lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29-8-5. (lb) - Max Horz 19=-289(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 9,15 except 19=-11'1(LC 8), 16=-215(LC 12), 18=-320(LC 8), 13=-199(LC 12), 12=-265(LC 9), 17=-186(LC 12), 11=-249(LC 12) Max Grav All reactions 250 lb or less at joint(s) 19, 9 except 16=269(LC 18), 18=551(LC 17), 13=314(LC 1), 12=354(LC 1), 17=344(LC 18), 15=258(LC 1), 11=268(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-274/115 BOT CHORD 18-19=-130/354,17-18=-130/354,16-17=-124/344,15-16=-124/344,13-15=-140/356 12-13=-140/356, 11-12=-140/356, 9-11=-113/309 WEBS 4-16=-227/302, 2-18=3321375, 6-13=238/261, 7-12=-269/310, 3-17=-202/276, 8-11=-202/356 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-7-2, Exterior(2) 9-7-2 to 12-7-2, Interlor(1) 12-7-2 to 27-7-2, Exterior(2) 27-7-2 to 30-3-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. This Item has been 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. electronically SI 9 signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Magid, Michael, PE 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 15 except document are not considered Qt=lb) 19=111, 16=215, 18=320, 13=199, 12=265, 17=186, 11=249. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building signed and sealed and the designer. signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTeM 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?P11 quality Criteria, DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply ERIK MELVILLE T21280478 76952 PBM Piggyback 1 1 Job Reference (optional) 7r 0 7-0-0 O.JJU s Jul LG LULU IVII I eK InaUstnes, Inc. rn aep 11 14:4 l:la zuzu rage l ID:mis?TWUG3iZ?eEyY9QLybyklSJ-Q3Q tgOJ3Y6MVLvmzppg4saiDGFP4pCl?axeOiyegnl 18-7-2 Scale=1:32.9 4x4 = 2x3 II 4 15 16 5 2x3 II 3x4 II 6 17 7 3x4 = 13 12 11 10 9 8 2x3 II 2x3 II 3x6 = 2x3 II 2x3 II 3x4 II 18-7-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Weight: 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-5. (lb) - Max Horz 2=225(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 8, 2 except 12=-205(LC 12), 13=-237(LC 12), 10=-283(LC 9), 9=-252(LC 9) Max Grav All reactions 250 lb or less at joint(s) 8, 2 except 12=296(LC 1), 13=316(LC 17). 10=342(LC 1), 9=310(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-256/100 WEBS 4-12=-214/313, 3-13=-247/378, 5-10=-262/317, 6-9=-231/277 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-1-12, Interior(1) 3-1-12 to 7-0-0, Exterior(2) 7-0-0 to 11-1-12, Interior(1) 11-1-12 to 18-5-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2 except (jt=lb) electronically signed and 12=205, 13=237, 10=283, 9=252. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by Magid, Michael, PE designer• 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and SCSI Building Component 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 ERIK MELVILLE T21280479 76952 PBN Piggyback 1 1 Job Reference o tional a.neniuvrs r rusa, u—, run rwiuv, rr. m j ju s JUI ZZ ZUZU Mt I eK Inaustnes, Inc. t-n bep 11 1421:115 ZUZU rage 1 I D: m Is?T W UG3iZ7eE_rY9 QLybykl5J-uF_M400xgsED6VUyXW Kvd37sSga Np GevEEhBY8yegnH 13-7-2 18-7-2 13-7-2 5-0-0 Scale: 3/8'=l' 3x4 11 2x3 11 1 2 2x3 II 2x3 II 4x4 = 14 3 15 4 16 17 5 13 12 11 10 9 a 3x4 = 3x4 II 2x3 II 2x3 II 3x6 = 2x3 II 2x3 11 18-7-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 68 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-5. (lb) - Max Horz 13=-161(LC 12) Max Uplift All uplift 100 lb or less at joints) 13 except 9=-269(LC 9), 11=-273(LC 8), 12=-209(LC 8), 8=-235(LC 12), 6=-121(LC 12) Max Grav All reactions 250 lb or less at joints) 13, 6 except 9=327(LC 1), 11=328(LC 1), 12=270(LC 1), 8=343(LC 18) FORCES. (lb) -Max, CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-9=255/293, 3-11=-243/297, 5-8=-237/339 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-7-2, Extedor(2) 13-7-2 to 16-7-2, Interior(1) 16-7-2 to 18-3-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (it=lb) electronically signed and 9=269, 11=273, 12=209, 8=235, 6=121. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by Magid, Michael, PE designer. 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 e904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or 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 ANSIITP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply ERIK MELVILLE T21280480 76952 PBO Piggyback 1 1 Job Reference (optional) unamoers i mss, inc., ran rierce, M 2x3 II 142 1j.33U s JUI ZZ zuzu mi I eK Inclustnes, inc. t-n Sep 11 14:21:11 2UZU Page 1 ID:mis7TWUG3iZ7eEyY9QLybykl5J-NRYIIM1 Zb9M4kf394Er89Hf663x8Yjz2TuQ14ayegnG 18-7-2 2x3 11 2x3 11 3 15 16 4 17 Scale: 3/8'=1' 4x4 = 6.00 112 5 Ia 1-, 0 13 12 11 10 9 8 3x4 = 3x4 II 2x3 II 3x6 = 2x3 II 2x3 II 2x3 11 18-7-2 18-7-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-5: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-5. (lb) - Max Horz 13=-96(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 13 except 9=-297(LC 9), 11=259(LC 8), 12=-256(LC 8), 8=-142(LC 12), 6=-104(LC 12) Max Grav All reactions 250lb or less atjoint(s) 13, 8, 6 except 9=347(LC 1), 11=314(LC 1), 12=317(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-265/321, 3-11=-234/283, 2-12=-238/281 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-7-2, Exterior(2) 15-7-2 to 18-3-3 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 13 except Qt=lb) 9=297, 11=259, 12=256, 8=142, 6=104. This item has been 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building y signed and electronically SI g designer. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ERIK MELVILLE T21280481 76952 SGEA ROOF SPECIAL STRUCTU 1 n L Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:20 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-nOEtwN4Su4kfb7njmMPrnvH WfHpFlt_V9rfPhvyegnD 2-6-0 0 2 4-2-12 8-10 4 10.6-0 17-0-0 23-6-0 10 29-9-0 33-3-14 3 -0 36-6-0 2 6-0 O-B- 3 6-10 4-7-8 1-7-12 6-6-0 6-6-0 1 4 4 4-11-0 3-6-10 0-8- 2-6-0 31 20 5x8 MT18HS = 6.00 12 5x10 5x10 -- 13 26-10-4 Scale = 1:70.5 V N C Ia O „ LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.55 BC 0.81 WB 0.91 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) Vdefl Ud -0.15 16 >999 360 -0.31 16-17 >999 240 -0.49 10 n/a n/a 0.76 15-16 >540 240 PLATES MT20 MT18HS Weight: 624 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-4-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-16 OTHERS 2x4 SP No.3 *Except* 44: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 10=0-7-10 Max Horz 2=-440(LC 10) Max Uplift 2=-3734(LC 12), 10=-3734(LC 12) Max Grav 2=3156(LC 1), 10=3156(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-257/163, 2-3=-4968/12862, 3-5=-6791/17694, 5-6=-6041/15469, 6-7=-6041/15434, 7-9=-6791/17740, 9-10=-4968/12862, 10-11=-257/163 BOT CHORD 2-19=-10979/4298, 17-19=-1138214522, 16-17=-15611/6256, 15-16=-15705/6256, 12-15=-11472/4522, 10-12=-11065/4298 WEBS 6-16=-11640/4343,7-16=-852/2452,7-15=-659/477,9-15=-4393/1643,5-16=-852/2483, 5-17=-655/496, 3-17=444611643, 3-1 9=-1 398/3368, 9-12=-1398/3375 NOTES- Continued on page 2 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. sealed b Magid, Michael, PE Y g 3) Unbalanced roof live loads have been considered for this design. Using a Digital Signature. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=34ft; eave=4ft; Cat. Printed copies of this ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-7-5, Interior(1) 0-7-5 to 17-0-0, Exterior(2) 17-0-0 to document are not considered 20-4-13, Interior(1) 20.4-13 to 36-7-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions Lumber DOL=1.60 signed and sealed and the 9 shown; plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry signature must be verified Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. On any electronic Copies. 6) All plates are MT20 plates unless otherwise indicated. Michael S. Magid PE No.53681 7) All plates are 3x4 MT20 unless otherwise indicated. MiTek USA, Inc. FL Cert 6634 8) Gable studs spaced at 2-0-0 Do. 6904 Parke East Blvd. Tampa FL 33610 9) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Data: 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide September 11,2020 will fit between the bottom chord and any other members. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANS11TPH Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Type Qty Ply ERIK MELVILLET21280481 FROOF 76952 SGEA SPECIAL STRUCTU 1 n L Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fd Sep 11 14:21:20 2020 Page 2 ID:mis?TWUG3iZ?eEyY9QLybykl5J-nOEtwN4Su4kfb7njmMPmvHWfHpFIt V9rfPhvyegnD NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=3734, 10=3734. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-140(F=-80), 6-11=-140(F=-80), 19-53=-20, 19-20=-20, 16-19=-20, 12-16=-20, 12-13=-20, 12-56=-20 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �t V building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing I VI iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply MELVILLET21280482 �Qty 76952 SGEL Common Structural Gable 1 1ob [RIK Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 15:53:05 2020 Page 1 I D:mis?TWUG3iZ?eEyY9QLybykl5J-77BuhSKzHrVpwmz2Ze7ZRuh5nB7hbXyuDkdi27yegJS -2-6-0 , 7-9-12 15-4-0 22-10-4 30-8-0 33-2-0 2-6-0 7-9-12 7-6-4 7-6-4 7-9-12 2-6-0 5x6 Anne Scale=1:57.2 I9 0 04 —_ 18 17 16 15 14 1312 11 10 5x8 = 4x4 = 22-10-4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.43 BC 0.25 WB 0.63 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.05 1946 >999 360 Vert(CT) -0.11 1946 >999 240 Horz(CT) 0.01 47 n/a n/a Wind(LL) -0.03 1946 >999 240 PLATES GRIP MT20 244/190 Weight: 258 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: WEBS 2x4 SP No.3 10-0-0 cc bracing: 2-19,18-19,17-18. OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 6-17, 4-17 SLIDER Right 2x4 SP No.3 -, 2-2-1 REACTIONS. All bearings 16-7-10 except Gt=length) 2=0-7-10, 18=0-3-8. (lb) - Max Horz 2=-393(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s)12, 10 except 2=-594(LC 12), 17=-721(LC 12), 13=-296(LC 12). 8=475(LC 12) Max Grav All reactions 250lb or less atjoint(s) 16, 15, 14. 12, 11, 10,18 except 2=696(LC 1), 17=939(LC 17), 13=379(LC 18), 8=438(LC 18), 8=413(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-625/437, 3-4=-570/453, 5-50=-102/320, 5-51=-37/266 BOT CHORD 2-19=-149/676, 18-19=-149/676, 17-18=-149/676 WEBS 5-17=-532/415, 6-17=-304/391, 6-13=-379/359, 4-17=-811/654, 4-19=0/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-7-4 to 0-3-5, Interior(1) 0-3-5 to 15-4-0, Exterior(2) 15-4-0 to 18-4-13, Interior(1) 18-4-13 to 33-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry This item has been Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. electronically Signed and 4) All plates are 2x3 MT20 unless otherwise indicated. Sealed b Magid, Michael, PE y g 5) Gable studs spaced at 2-0-0 cc. 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 will Printed copies of this fit between the bottom chord and any other members. document are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 10 except Gt=lb) signed and sealed and the 2=594, 17=721, 13=296, 8=475, 8=475. Signature must be Verified LOAD CASE(S) Standard on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i�g�� 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/7PI1 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 ERIK MELVILLE T21280483 76952 V4 Valley 1 1 Job Reference (optional) �namoers Truss, inc., Fort Fierce, Ft_ 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:26 2020 Page 1 ID:mis7TWUG3iZ7eEyY9QLybykl5J-cAb8BR8DTwVoJ2Ft6dWF1 AXeShOs9phNXn6juZyegn7 2-0-0 4-0-0 2-M 2-0-0 3x6 = 2 3x4 - 3x4 Scale = 1:7.7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-28(LC 10) Max Uplift 1=-69(LC 12), 3=-69(LC 12) Max Gram 1=111(LC 1), 3=111(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��®® a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■�Y�• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty MELVILLET21280484 76952 V8 Valley 1 �PlaERIK Reference o tlonal Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:27 2020 Page 1 ID:mis?TWUG3iZ?eE,yY9QLybykl5J-4M9XOm9rEEdfxBg4gK1 UZ04ix5LTuFdXmRrGR?yegn6 4-0-0 8-0-0 4-0-0 4-0-0 3x4 20 11 44 = 3x4 Scale=1:15.1 8-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCOL 10.0 Code FBC20171TP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=-69(LC 10) Max Uplift 1=-106(LC 12), 3=-106(LC 12), 4=-125(LC 12) Max Grav 1=136(LC 1), 3=139(LC 18). 4=268(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-184/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=106, 3=106, 4=125. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Sat building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTP/1 Quality Criteria, DSB-69 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 MELVILLET21280485 �F`IyTERIK 76952 V12 Valley �Qty 1 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:22 2020 Page 1 ID:mis?TW UG31Z?eEyY9QLybykl5J-jPLeL35iQi_MgQx6tnRJsKMor4amDynd98WloyegnB 6-0-0 12-M 6-0-0 6-0-0 Scale = 1:21.0 46 = 3x4 i 2x3 4 3x4 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Cade FBC20171TPI2014 Matrix-S Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 Max Horz 1=-110(LC 10) Max Uplift 1=-141(LC 12), 3=-141(LC 12), 4=-255(LC 12) Max Grav 1=198(LC 21), 3=204(LC 18). 4=471(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=-313/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=141,3=141,4=255. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ERIK MELVILLE T21280486 76952 V16 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:23 2020 Page 1 ID:mis7TW UG3iZ7eEyY9QLybykl5J-BbvOYP6KB77DSaWIRUyYPYv3BU1 fyRCxrpt3lEyegnA 8-0-0 Scale = 1:27.0 4x4 = 3x4 8 7 6 3x4 20 11 2x3 11 2x3 11 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=-151(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 6=289(LC 12), 8=-289(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=270(LC 1), 6=381(LC 18), 8=382(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=294/376, 2-8=-294/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 5, 7 except Qt=lb) 6=289, 8=289. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TIP/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 ERIK MELVILLE T21280487 76952 V20 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:24 2020 Page 1 I D:m I s7T W U G3 iZ7eEyY9QLybykl5J-fnTOml7yxJ F44k5V7CTnyISApuHh htl44Tdcghyegn 9 10-0-0 20-0-0 10-0-0 10-0-0 Scale = 1:33.5 4x4 = 3x4 - 8 7 6 3x4 2x3 II 5x6 = 2x3 II 20-0-0 20-M Plate Offsets (X,Y)— p:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=-192(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 6=387(LC 12). 8=-387(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=512(LC 18), 8=512(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-384/464, 2-8=-385/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 194-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Gt=lb) 6=387,8=387. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-09 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 � Tru Truss Truss Type Qty Ply ERIK MELVILLE T21280488 76952 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MiTek Industries, Inc. Fri Sep 11 14:21:25 2020 Page 1 ID:mis?TWUG3iZ?eEyY9QLybykl5J-8_l mz57aidNxhughYv?OUz_Rmlg5QKhEJ7MAM7yegn8 24-0-0 12-0-0 Scale=1:40.1 4x5 = 3x4 7,� g 14 8 7 15 6 3x4 2x3 II 3x6 = 2x3 II 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a file 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Al bearings 24-0-0. (lb) - Max Horz 1=233(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=447(LC 12), 9=-447(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=553(LC 17), 6=617(LC 18), 9=618(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=162/269, 3-4=156/269 WEBS 3-7=280/154, 4-6=-453/526, 2-9=-453/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0, Interior(1) 15-0-0 to 23-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6=447, 9=447. This item has been electronically signed and sealed by Magid, Michael, 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. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not ®® a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Sol' 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 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 ERIK MELVILLE T21280489 76952 V28 Valley 1 1 Job Reference o Clonal Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jul 22 2020 MITek Industries, Inc. Fri Sep 11 14:21:26 2020 Page 1 I D:mis?TWUG3iZ?eEyY9QLybykl5J-cAb8BR8DTwVoJ2Ft6dWF1AXdPhl L9nxNXn6juZyegn7 14-0-0 28-0-0 14-0-0 14-0-0 Scale = 1:46.8 4x4 = 3x4 i 3x4 13 12 11 10 9 8 \ 3x6 = 28-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ydefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) Na n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0-0. (lb) - Max Horz 1=-287(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 8=-369(LC 12), 9=-243(LC 12), 13=369(LC 12), 12=-243(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=431(LC 17), 8=491(LC 18), 9=386(LC 18), 13=491(LC 17),12=387(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-168/320, 4-5=168/320 WEBS 6-8=371/441, 5-9=-266/330, 2-13=-371/441, 3-12=-266/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0, Interior(1) 17-0-0 to 27-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 7 except Qt=lb) electronically signed and 6=369, s=za3, 13=369, 12=2a3. sealed by Magid, Michael, 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 11,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19l2020 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 buss 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 ANS1rTP/1 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