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HomeMy WebLinkAboutTrussREVIEWED FOR FILE COPY �W CODE COMPLIANCE MiTek ST. LUCIE COUNTY BOCC RE: M 11449 Lakewood Park Site Information: Customer: Ghazanfar Saeed Lot/Block: . Project Name: M11449 Model: Lakewood Park Address: Liak=wn z j,44 �Subdivision: City: St Lucie County f:4- tate: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 individual, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T24179439 A 6/1/2021 21 T24179459 GRB 6/1/2021 2 T24179440 Al 6/1/2021 22 T24179460 GRC 6/1/2021 3 T24179441 A2 6/1/2021 23 T24179461 GRD 6/1/2021 4 T24179442 A3 6/1/2021 24 T24179462 GRE 6/1/2021 5 T24179443 A4 6/1/2021 25 T24179463 GRG- 6/1/2021 6 T24179444 A5 6/1/2021 26 T24179464 J 1 611 /2021 7 T24179445 A6 6/1/2021 27 T24179465 J3 6/1/2021 8 T24179446 A7 6/1/2021 28 T24179466 J5 6/1/2021 9 T24179447 A8 6/1/2021 29. T24179467 J7 6/1/2021 10 T24179448 ATA 6/1/2021 30 T24179468 KJ5 6/1/2021 11 T24179449 ATB 6/1/2021 31 T24179469 KJ7 6/1/2021 12 T24179450 B 6/1/2021 32 T24179470 MV2 6/1/2021 13 T24179451 B1 6/1/2021 33 T24179471 MV4 6/1/2021 14 T24179452 B2 6/1/2021 34 T24179472 MV6 6/1/2021 15 T24179453 B3 6/1/2021 35 T24179473 V4 6/1/2021 16 T24179454 B4 6/1/2021 36 T24179474 V8 6/1/2021 17 T24179455 B5 6/1/2021 37 T24179475 V12 6/1/2021 18 T24179456 E 6/1/2021 19 T24179457 G 6/1/2021 20 T24179458 GRA 6/1/2021 This item has been electronically signed and sealed by Velez, Joaquin 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 ,,�111111�r�� based on the parameters provided by Chambers Truss. 00 C,U IN Truss Design Engineer's Name: Velez, Joaquin �� �0 My license renewal date for the state of Florida is February 28, 2023. Florida COA: 6634 No 68182 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. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account In the preparation of these designs. MiTek 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. STATE OF .:��/Z �4 0 R 10 P • \�,�� h1111111� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 June 01, 2021 1 of 1 Velez, Joaquin Job Truss Truss Type Oty Ply Lakewood Park T24179439 M11449 A HIP 1 1 Job Reference (optional) chambers t russ, Fort Pierce, FL - 34982, 8A30 s May 1 L 2021 Mt t eK industries, Inc. I ue Jun 1 11:49:z6 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-5L2P9Q6eOhwd1 Pt704GaatOKn2wlLmdVzvxzJzAffd i1-4-0, 6-8-0 13-55 19-11-10 25.11-4 i28-0-12 340-7 4051 4a-11-3 '1.4-0' S4-0 ' 59.5 ' 6-8-5 571-10 2-1-8 Sit-10 6-0-10 6S2 Scale=1:84.6 5x8 = 5.00 12 5x6 = 7 8 3x5 3x5 i 3x6 276 9 2810 3x6 45 5 4x6 4 11 a 29 4x4 II 4x4 II 12 3 26 m � 2 ° 1 4x10 = 19 31 18 32 17 16 1533 34 14 13 a 30 3x5 = 5x6 WB = 3x5 = 3x8 = 4x6 = 3x5 = 6x8 = 22 21 4x5 = 6x8 = 5x10 \\ I_" 6." 16-SA 25.11.4 2&0.12 37-6-10 46d-0 1 -3 4-9-0 9-9$ 9-512 2-1-6 9.5.13 8-}6 7 04-0 Plate Offsets (X,Y)—[7:0-5-12,0-2.81,[8:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.49 Vert(LL) -0.34 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.58 17-19 >841 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(ILL) 0.25 17-19 >999 240 Weight: 281 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, BOT CHORD 2x4 SP M 30 *Except except end verticals. 3-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-20, 6-17, 7-16, 9-16, 11-13 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-7-3, 22=0-8-0, 21=0-8-0 Max Horz 22=41 O(LC 10) Max Uplift 13=962(LC 12), 22=311(LC 12), 21=-1248(LC 12) Max Grav 13=1785(LC 18), 22=326(LC 2), 21=2078(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-107/313, 2-3=345/354, 3-4=-805/589, 4-6=-3043/1962, 6-7=2178/1618, 7-8=-1965/1564, 8-9=-2174/1620, 9-11=-2892/1885, 11-12=-367/277, 12-13=303/302 BOT CHORD 1-22=-260/115, 21-22=-443/334, 20-21=-2038/1234, 3-20=-691/565, 19-20=-174113059, 17-19=-1475/2657, 16-17=1047/2089, 14-16=1410/2330, 13-14=-1592/2572 WEBS 4-20=-2438/1444, 4-19=-181/296, 6-19=-182/610, 6-17= 838/628, 7-17=-416/796, 7-16=-269/264, 8-16=-410/699,9-16=736/567, 9-14=-122/467, 11-13=-2662/1671, 2-22=-287/148, 2-21=-273/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-5, Interior(l) 4-8-5 to 25-11.4, Extedor(2E) 25-11-4 to 28-0-12, Exterior(2R) 28-0-12 to 34-8-6, Intedor(1) 34-8-6 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C This item has been for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 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. Printed Copies Of this 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signature must be verified 13=962, 22=311, 21=1248. On any electronic Copies. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 6/1912020 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 p building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlf Quality Cdteda, 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 Lakewood Park T24179440 M11449 Al HIP 2 1 Job Reference (optional) Chambers truss, Fort tierce, FL - 34982, 8.43u s May 1z zuz1 MI I eK industries, inc. I ue dun 1 11:49:-28 2021 rage i ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-1 kAAa67vwlAZxLYGER7kf7yL6bl9DFFvyHO12BzAffb i1-0-0i 8.8.0 13-6-15 19-11-10 24-0-0 30-0-0 34-0-7 40-5-1 1-23 4-4-0' S-0-O ' 6-10-15 fi-4-11 4.0-6 6-0-0 4.7 6.4-10 11.2 Scale=1:84.6 5.00 12 5x8 = 5x6 = 7 g 3x5 3x5 6 9 4x6 3x6 27 2810 4x5 5 4x6 4 11 29 3x5 11 0 4x4 112 3 26 1 Im 1 2 1 PO 4x10 = 19 31 1832 17 33 16 15 3435 14 13 q I9 N 30 3x5 = 4x6 = 3x5 = 3x8 = 4x6 = 3x5 = 6x8 = 22 21 4x5 = 6x8 = 5x10 \\ 1.4-0 d-D-Q i 6-0-0 &8-0 16.5-7 24-0-D 30-0-0 37-&9 46-4-0 46r11-3 1-0-0 4-8.0 d-e-b 9-9-7 7-6-9 6-0-0 7-6.9 8-9-7 0 7 0-4-0 Plate Offsets (X,Y) - [7:0-5-12,0-2-8], [8:0-3-0,0-2-4], [10:0-3-O,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) -0.24 17-19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.46 19-20 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.24 17-19 >999 240 Weight: 274 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 3-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-20, 7-16, 11-13 REACTIONS. (size) 13=0-7-3, 22=0-8-0, 21=0-8-0 Max Horz 22=-375(LC 10) Max Uplift 13=-963(LC 12), 22=313(LC 12), 21=-1246(LC 12) Max Grav 13=1798(LC 18), 22=325(LC 2), 21=2083(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-106/314, 2-3=-317/322, 3-4=-813/596, 4-6=-3065/2034, 6-7=-2377/1791, 7-8=-2150/1683, 8-9=-2346/1763, 9-11=-2904/1931, 11-12=-379/269, 12-13=305/296 BOT CHORD 1-22=-261/115, 21-22=-444/306, 20-21=-2045/1260, 3-20=-685/561, 19-20=181413058, 17-19=-1521/2664,16-17=-1233/2295,14-16=-1452/2353,13-14=-1637/2588 WEBS 4-20=-2445/1511, 4-19=-190/311, 6-1 9=-1 99/572, 6-17=700/537, 7-17=-416/852, 7-16=-253/225, 8-16=-369/668, 9-16=604/478, 9-14=-137/429, 11-13=-2667/1753, 2-22=-276/151, 2-21=-251/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;, BCDL=3.Opsf; h=1711; B=45ft; L=4711; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 24-0-0, Exterior(2E) 24-0-0 to 30-0-0, Exterior(21R) 30-0-0 to 36-7-10, Interior(1) 36-7-10 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C for This item has been members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • Printed copies of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolri except Qt=lb) signed and sealed and the 13=963, 22=313, 21=1246. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M111TEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, DSS49 and SCSI Building Component 6904 Parke East Blvd. Safefyinfa madon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Lakewood Park T24179441 M11449 A2 HIP 2 1 Job Reference (optional) chambers l russ, Fort Pierce, FL - 34952, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:29 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-VwkYnS8XhclQZV7So8ezBCVRS_SVygg3Bx7baezAffa 1-0-0 13.8-0 1410-11 22-0-0 27-0-0 32-0.0 39-1.6 46-11J -0-0 5-0-0 6-2-11 7-1-0 5-0-0 5-0-0 7-1-5 7-9-13 Scale=1:87.5 5.00 12 5x6 = 3x5 = 5x6 = 3x5 zZr 6 27 7 28 29 8 30 3x6 � 3x5 � 5x6 WB 526 910 4 31 4x10 5x6 11 3 25 j Im 2 9 0 1 4x10 = 18 17 16 33 34 15 14 13 12 IN 6x8 = 4x6 __ 32 3x8 — 3x6 = 6x8 = 5x8 MT18HS II 21 20 3x8 = 4x5 = 6x8 = 5x10 \\ 1.4-0 1.0-0 i 6-0-0 99 14.10.11 22-0-0 32-" 39.1-6 Mr11-3 1-0-0 ' 4.8-0 d-e b 01 7-1.4 10-0-0 7-1.6 "2 10 7-2-10 0 7 04-0 Plate Offsets (X,Y)— [6:0-3-0,0-2-4], [8:0-3-0,0-2-4], [10:0-3-0,Edge], [11:0-3-0,0-1-121, [12:0-3-8,Edge], [13:0-3-8,0-3-0L [18:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) -0.38 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.65 15-16 >742 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.09 12 n/a rile BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.24 16-18 >999 240 Weight: 264 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc pudins, BOT CHORD 2x4 SP M 30'ExcepY except end verticals. 3-20: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 5-16, 7-16, 7-15, 9-15, 11-13 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-7-3, 21=0-8-0, 20=0-8-0 Max Horz 21=-338(LC 10) Max Uplift 12=960(1-C 12). 21=296(LC 12), 20=-1266(LC 12) Max Grav 12=1768(LC 18). 21=313(LC 2), 20=2064(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-106/309, 2-3=303/322, 3-5=-3122/2044, 5-6=-2551/1823, 6-7=-2325/1780, 7-8=-2292/1742,8-9=-2516/1791,9-11=-2929/1914,11-12=-1631/1159 BOT CHORD 1-21=-255/110, 20-21=-438/273, 19-20=-2027/1282, 3-19=1874/1299, 18-19=505/794, 16-18=-179212989, 15-16=1444/2405, 13-15=-1664/2625, 12-13=209/298 WEBS 3-18=-1291/2203, 5-16=-668/512, 6-16=-348/714, 7-16=291/203, 7-15=-344/246, 8-15=-353/697, 9-15=-520/421, 9-13=140/258, 11-13=1510/2348, 2-21=-266/128, 2-20=-249/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsfi h=17ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 22-", Extedor(2R) 22-0-0 This item has been to 28-7-10, Interior(1) 28-7-10 to 32-0-0, Exterior(2R) 32-0-0 to 38-7-10, Interior(1) 38-7-10 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 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. document are not Considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) on any electronic copies. 12=960, 21=296, 20=1266. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®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 Dotbuilding a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 tiro fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11nPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safeylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Lakewood Park T24179442 M11449 A3 HIP 1 1 Job Reference o tional Gnamoers I russ, ron coerce, rL - 34Vt3Z, t5.4JU s may 1z zuz1 mi I eK mausmeS, Inc. I ue dun 1 11:40:Ju zuzl rage 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2_6Hw7o99SwQHAeifMs9CkQ2edOTbh7gCQbt864zAffZ i1-0-0 6-B-0 13-9-15 20.0-0 i 27-0-0 34-0-0 40-2-1 46.11-3 7-1-15 6.2-1 7-0.0 7-0-0 6-2-1 Scale=1:84.1 5.00 12 5x8 = 3x4 11 5x8 = 6 7 2728 29 8 3x5 i 3x6 r 3x5 6 930 4 31 ZI 4x6 4x8 10 °D 3 m 25 ERS IT 2 19 a io 1 4x8 = 18 17 16 33 15 14 13 12 11 to 0 6x8 4x6 — — 3x8 = 4x6 — 3x5 = — 5x6 = N 5x6 11 21 32 20 3x5 = 4x5 = 6x8 = 5x10 \\ 1-4-0 Z-O-Q 6-0-0 rre-0 13-s-1s zo-0-0 z7-0-0 3a-0-0 10-2-1 as-0-0 4s�11.9 1 0-0 ' 4 8-0 d5-b 7-1-15 6 2.1 7-0-0 7 0 0 6 2-1 6 1-15 7 04-0 Plate Offsets (X,Y)— [6:0-5-12,0-2-81, [8:0-5-12,0-2-81, [10:0-3-0,0-1-81, [11:Edge,0-3-81, [12:0-3-0,0-1-121, [18:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.22 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.38 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.26 15 >999 240 Weight: 264 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc pudins, BOT CHORD 2x4 SP M 30'Excepr except end verticals. 3-20: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 10-12 REACTIONS. (size) 11=0-7-3, 21=0-8-0, 20=0-8-0 Max Horz 21=301(LC 10) Max Uplift 11=960(LC 12), 21=-294(LC 12), 20=-1268(LC 12) Max Grav 11=1774(LC 18), 21=305(LC 23), 20=2065(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-104/311, 2-3=255/290, 3-5=-3131/2627, 5-6=-2713/1891, 6-7=-2715/2043, 7-8=-2715/2043, 8-9=-2653/1852, 9-10=-2904/1875, 10-11=-165611152 BOT CHORD 1-21=-257/109, 20-21=-440/251, 19-20=-2029/1286, 3-19=-1894/1298, 18-19=-387/600, 17-18=-1789/2980, 15-17=1459/2567, 13-15=-1405/2338, 12-13=1642/2612 WEBS 3-18=-1409/2391, 5-17=-495/389, 6-17=-171/520, 6-15=312/543, 7-15=-433/486, 8-15=-362/628, 8-13=-119/444, 9-13=-336/290, 9-12=-201/291, 10-12=-152212405, 2-20=-228/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 20-0-0, Extedor(2R) 20-0-0 to 26-7-10, Interior(1) 26-7-10 to 34-0-0, Exterior(2R) 34-0-0 to 40-7-10, Interior(1) 40-7-10 to 46-9-7 zone; cantilever left exposed; This item has been porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This Printed copies of this 6) truss has been designed for a 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. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) signed and sealed and the 11=960, 21=294, 20=1268. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. Thisdesign is based only upon parameters shown, 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 ANSUTIP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinformadcn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Lakewood Park T24179443 M11449 A4 HIP 1 1 Job Reference o floral Chambers Truss, Fort Pierce, FL - 34982, BA30 s May 12 2021 MTek Industries, Inc. Tue Jun 1 11:49:32 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-wVPhQUAP Xh_Qys1THBgpr7ONCAS9lvVtvMFByzAfD( 1-0-0 6-8-0 12-5.14 18-0-0 24-0-9 29.11-7 36-0.0 41-6-1 45:1-3 1-4-0 5-0-0 59.14 5.6.2 6-0-9 5.10-135-5-2 Scale=1:84.9 5.00 12 5x8 = 3x4 11 3x6 = 3x5 = 5x8 = 6 730 8 931 32 10 3x6 3x5 3x5 5 11 4 29 33 34 4x6 4x8 i 12 6 3 5x10 \\ 28 19 I 1 2 2 3x6 —_ 21 20 19 18 17 16 15 0 14 13 d EfF 6x8 = 3x5 = 3x6 — 3x8 = — 3x5 — — 3x5 = 6x8 = 3x6 I I w 24 35 23 3x6 = 4x5 = 6x8 = 1." }-0.0 6-0-0 S6-0 12.514 18-0-0 24.0.9 29.11-7 36-0-0 41-6-1 46-" 46r11-3 1 o d 4-8-0�871 59-14 SS2 6-0 9 510 13 8-0 9 SSO 49 15 7 0-4-0 Plate Offsets (X,Y) - [6:0-5-12,0-2.81, [10:0-5-12,0-2-81, [14:0-3-8,0-3-01, [21:0-3-8,0-3-01 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 0.58 Vert(LL) -0.19 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.36 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.29 17-18 >999 240 Weight: 267lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 3-23: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-21 REACTIONS. (size) 24=0-8-0, 13=0-7-3, 23=0-8-0 Max Horz 24=265(1_C 10) Max Uplift 24=283(LC 12), 13=959(LC 12), 23=1281(LC 12) Max Grav 24=260(LC 21), 13=1487(LC 1), 23=1718(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-99/310, 2-3=194/275, 3-5=-2623/1969, 5-6=-2461/1928, 6-7=-2687/2189, 7-9=-2687/2189, 9-10=-2663/2194, 10-11=-2382/1884, 11-12=-2384/1805, 12-13=-1428/1144 BOT CHORD 1-24=-256/87, 23-24=-439/209, 22-23=-1688/1300, 3-22=-1616/1304, 20-21=-1754/2355, 18-20=1541/2221, 17-18=1878/2663, 15-17=1482/2145, 14-15=1588/2154 WEBS 3-21=-1586/2189, 6-20=-100/295, 6-18=-490/736, 7-18=342/403, 9-17=-423/400, 10-17=-537f798, 11-14=-301/344, 12-14=-1517/2058,2-23=-219/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Intetior(1) 4-8-5 to 18-M, Extedor(2R) 18-0-0 to 24-7-10, Intedor(1) 24-7-10 to 36-0-0, Extedor(2R) 36-0-0 to 42-7-10, Interior(1) 42-7-10 to 46-9-7 zone; cantilever left exposed ; This item has been porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • Printed copies of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 24=283, 13=959, 23=1281. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall Val building design. Bracing Indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179444 M11449 A5 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8A30 s May 12 2021 MITek Industries, Inc. Tue Jun 1 11:49:35 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-K45p2VDIHS3ZHQbc9PINRTIXOPBpMQnxZsavnHzAffU 83-14 11-9-2 16-0 0 23-4-9 30-7-7 38-0-0 42-2-12 46-11-3 83-14 3-5 4 4-2-13 7-4-9 7-2-13 74-9 1 42-12 4-8-7 5.00 12 5x8 = 6 30 3x4 11 3x6 = 3x5 = 5x8 = 317 8 32 9 33 34 10 22 it) 21 zu 19 3r i6 17 36 16 15 39 14 13 4x5 = 6x10 = 3x6 = 3x5 = '3x8 = 3x5 = 3x5 = 5x6 = 5x10 \\ 3x6 = 3x6 = 46-11-3 Scale=1:84.1 d n 27 I� N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/fP12014 CSI. TC 0.60 BC 0.49 WB 0.76 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.18 16-17 >999 360 -0.32 19-21 >999 240 0.11 27 n/a life 0.19 16-17 >999 240 PLATES GRIP MT20 244/190 Weight: 282 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 44-14 oc purling, 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. 12-13: 2x4 SP M 30, 3-21: 2x6 SP No.2 WEBS 1 Row at midpt 6-17, 9-17. 10-16, 11-13, 5-21 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 22=0-8-0, 21=0-8-0, 27=0-7-3 Max Horz 22=223(LC 10) Max Uplift 22=232(LC 19), 21=-1471(LC 12), 27=-913(LC 12) Max Grav 21=2441(LC 17), 27=1678(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/284, 2-3=487f799, 3-5=-332/762, 5-6=1893/1301, 6-7=-2369/1720, 7-9=-2369/1720, 9-10=-2400/1717, 10-11=-1944/1313, 11-12=-323/221, 13-23=-879/1467, 12-23=-879/1467 BOT CHORD 21-22=-424f75, 19-21=-886/1342, 17-19=-1027/1778, 16-17=-1497/2407, 14-16=-103611716,13-14=-869/1334 WEBS 5-19=-279RI31, 6-19=-306/285, 6-17=-639/1010, 7-17=-418/480, 9-16=-446/461, 10-16=-623/987, 10-14=-264/271, 11-14=-285/694, 11-13=1703/1148, 2-22=272/212, 3-21=-371/414, 2-21=-546/743, 5-21=2600/1621, 12-27=1776/1120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 16-M, Extedor(2R) 16-0-0 to 22-7-10, Interior(1) 22-7-10 to 38-0-0, Exterior(2R) 38-0-0 to 44-7-10, Interior(1) 44-7-10 to 46-2-3 zone; cantilever left exposed; electronically signed and porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signature must be Verified 7) Bearing atjoint(s) 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify an electronic copies. on y co P capacity of bearing surface, 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except Gt=lb) Joaquin Velez PE No.68182 22=232. 21=1471, 27=913. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED tAITEK REFERENCE PAGE MIL7473 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 andlor chord members only. Additional temporary and permanent bracing KWIC always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Saferylnromrallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city, Ply Lakewood Park T24179445 M11449 A6 HIP 1 1 Job Reference (optional) ... .. • • "• • • �� , - �^�� , O.YJV 5 rv'.y rL IV4 r wu r eR Inuusures, Inc. I ue JUn l l l [Yy:J1 ZUZI rage I ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-GTDaTBEYo3JHWjk7GgnrWugoGDqXqGiE1A3OsAzAffS 14-0 1-14 14-0-0 20.E-14 27-" 33-5-2 40-0-0 47-0.0 1-0-0 6-04 fi3.12 1114 6-5-2 6-5-2 6.6-14 7-0-0 5.00 12 5x8 = 4 26 3x4 II 3x5 = 3x6 = 3x5 = 5x8 = 5 6 7 27 8 28 9 29 Scale=1:79.9 20 19 18 17 30 16 31 15 14 13 32 12 11 4x5 = 5x6 = 3x5 = 46 = 36 = 3x8 = 4x6 = 3x6 = 3x8 = 4x6 II IOx10 14-0 1-0-0 7-8.4 14-0-0 20.E-14 27-0-0 33-5-2 40-0-0 47.n-0 64-4 6.3.12 6814 6-5-2 6-5.2 6514 7-0-0 04.0 Plate Offsets (X,Y)— [4:0-5-12,0-2-8], [9:0-5-40-2-4] [10:0-2-0 0-1-81 [11:Edge 0-3-8] [12:0-3.8 0-1-81 [19.0-3-00-1-81 [20.0-4-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.32 15-16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.56 15-16 >982 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.41 15-16 >999 240 Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Row at midpt 5-15, 9-13, 10-12, 2-19 REACTIONS. (size) 11=Mechanical, 20=0.8-0 Max Harz 20=192(LC 10) Max Uplift 11=1091(LC 12), 20=1206(LC 12) Max Grav 11=1960(LC 18). 20=2119(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-688/239, 2-3=-3810/2314, 3-4=3456/2205, 4-5=-3766/2520, 5-7=-3736/2524, 7-8=-3736/2524,8-9=-3140/2201,9-10=-2205/1471,10-11=-1849/1301 BOT CHORD 1-20=-295/699, 19-20=-480/843, 18-19=-2209/3576, 16-18=-1913/3214, 15-16=-2304/3812,13-15=1991/3186,12-13=-1225/1948 WEBS 3-18=-418/335, 4-18=-123/458, 4-16=561/958, 5-16=-467/415, 7-15=-335/343, 8-15=-481/809, 8-13=-861/720, 9-13=1027/1673, 9-12=574/559, 10-12=1290/2082, 2-20=-1838/1521,2-19=-178512745 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-6, Interior(1) 4-8-6 to 14-M, Exterior(2R) 14-0-0 to 20-6-14, Interior(1) 20-6-14 to 40-0-0, Extedor(2E) 40-0-0 to 46-10-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This using a Digital Signature. 6) truss has been designed for a 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 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. copies of this P 7) Refer to girder(s) for truss to truss connections. 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) signed and sealed and the 11=1091, 20=1206. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 onty. 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 bradng of trusses and buss systems, see ANSIITP11 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179446 M11449 A7 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:38 2021 Page 1 ID:IyR4ngpYXHPhFh53Q47ng2zNtM2-IfmygXFAZNR88tJBgX1436N 1 rdAzZjwOGgpZOczAffR ,t-0-0, 6-8-0 12-0.0 19-8-14 27.0.0 34-5-2 42.0-0 a7-0-0 '1�-0' S-0-O ' S-0-0 ' 7�r14 7-5.2 7S2 7.6-14 5.00 12 5x6 WB = 5x6 = 3x8 = 46 = 3x5 = 3x5 = 5x6 = 4 27 28 29 5 6 7 30 89 31 10 Scale=1:79.9 21 20 19 18 17 16 15 14 13 12 4x5 = 5x6 = 3x8 = 5x6 WB = 3x4 11 3x5 = 5x6 WB = 3x5 = 4x10 = 3x6 11 1.4-0 1-0 6-8-0 tz-0-0 t9.6.14 27.0-0 3a•5-2 42-M a7:7 , 5-0-0 ' S-0-0 ' 7.6-14 ' 7-5-2 - —' 7-5.2 7.6-14 5-0-0 0-0-0 Plate Offsets (X,Y)— [4:0-3-0,0-2-4], [6:0-3-O,Edge], [8:0-3-0,Edge] [10:0-3-0 0-2-3], [20:0-3-0,0-1-12] 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 0.58 Vert(LL) -0.32 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.62 16-17 >880 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(ILL) 0.50 16-17 >999 240 Weight: 265 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-19, 7-14, 9-13 REACTIONS. (size) 21=0-8-0, 12=Mechanical Max Horz 21=185(LC 12) Max Uplift 21=1206(1_10 12), 12=1091(LC 12) Max Grant 21=1784(LC 1), 12=1683(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-464/196, 2-3=-3120/2258, 34=3038/2258, 4-5=-2777/2169, 5-7=-3789/2857, 7-9=-3085/2394, 9-10=-1517/1267, 10-11=-1680/1285, 11-12=-1643/1296 BOT CHORD 1-21=230/477, 20-21=-415/594, 19-20=-2168/2822, 17-19=-2665/3712, 16-17=-2665/3712, 14-16=-2699/3789, 13-14=-2236/3085 WEBS 2-21=-1588/1462, 2-20=-1806/2376, 3-20=-203/264, 4-19=-496/820, 5-19=1225/800, 5-17=0/301, 7-16=0/253, 7-14=-868/617, 9-14=300/655, 9-13=1921/1363, 10-13=-97/379,11-13=-1264/1735 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=4511; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-6, Intedor(1) 4-8-6 to 12-0-0, Exterior(2R) 12-0-0 to 18-7-12, Interior(1) 18-7-12 to 42-0-0, Exterior(2E) 42-0-0 to 46-10-4 zone; cantilever left exposed ;C-C for members and forces & This item has been MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • Printed copies of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. document are not considered 7) Refer to girder(s) for truss to truss connections. Signed and Sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at Joint(s) except (jt=lb) signature must be Verified 21=1206, 12=1091. On any electronic Copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verih, 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 M7ek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS9TP11 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 Lakewood Park T24179447 M11449 A8 HIP 1 1 Job Reference (optional) _. ..---- -----• --- --- - - ---�.•r5u arv,ay 2c 347--1-61 rn r un ntuu5ine5, Inc. 4-0IU-0e Jun T 17:4e:Je zuzl rage1 ID:IyR4n9pYXHPF3047ngzN2-DrKKutGoK7mluNOFpJbJwDoOVIIBXXUUY7w2zAffQ 1-00 5711:10 23-7-9 6614 4-0-0 12 -014 a-10.0 6-8-14 6-8.14 6-10.10 3-0-0 Scale=1:80.1 5x8 = 4x6 = 5.00 12 3x5 = 3x5 = 4x6 = 3x4 II 3x5 = 5x8 = 4 28 5 6 7 829 30 9 10 11 Mimi vA;i 22 21 20 19 18 17 16 15 14 13 4x5 — 3x5 = 4x6 = 3x5 — 3x10 = 4x6 = 4x5 = 3x6 II 3x6 = 46 = 1q4_-0� h•�-r r 10-0-0 I 16.10.10 23.7-9 30-4-7 3-1-'-644-0-0 47-0-0 o-10.10 6-8.14 6-B-14 14 6.10-10 3-0-0 0.4-0 2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.43 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.80 17-18 >682 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) 0.68 18 >807 240 Weight: 258 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 22=0-8-0, 13=Mechanical Max Horz 22=185(LC 12) Max Uplift 22=1206(LC 12), 13=1091(LC 12) Max Grav 22=1784(LC 1), 13=1683(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-569/68, 2-3=603/247, 3-4=-3106/2284, 4-5=-4149/3108, 5-6=-4598/3350, 6-8=-4255/3110, 8-10=-4255/3110, 10-11=-3127/2357, 11-12=-1260/952, 12-13=-1670/1269 BOT CHORD 1-22=-123/503, 21-22=-2119/2697, 19-21=-2071/2839, 18-19=-3014/4149, 17-18=-3257/4598,15-17=2264/3127,14-15=-810/1108 WEBS 2-22=-325/562, 3-22=-2544/2105, 3-21=-76/319, 4-19=1106/1601, 5-19=707/612, 5-18=-349/589, 6-17=-411/321, 8-17=357/373, 10-17=950/1336, 10-15=1104/933, 11-15=-1704/2375, 11-14=1025/869, 12-14=-1178/1608 Structural wood sheathing directly applied or 3-0-14 oc puffins, except end verticals. Rigid ceiling directly applied or 4-0-14 oc bracing. 1 Row at midpt 3-22, 4-19, 10-17, 11-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-6, Interior(1) 4-8-6 to 10-0-0, Extedor(2R) 10-0-0 to 16-10-10, Interior(1) 16-10-10 to 44-0-0, Exterior(2E) 44-M to 46-10-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. sealed by Velez, Joaquin, PE 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 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 Ot=lb) signed and sealed and the 22=1206,13=1091. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTP/l Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safetylnformafion available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179448 M11449 ATA ATTIC 3 1 Job Reference (optional) Chambers i russ, Fort Mterce, rl-- 34`JdL, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11 *49:41 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-9ES4JZH2slpj?L2mVgsngk?UDgE2mEDgyo1 D?xzAffO 1 6-10.4 9-2-5 9-9-tQ 111-0.06 12-2-6 12-9-11 15-1-12 22-0-0 6.10-4 2-0-1 0-7-5 -2-1-2-6 0-7-5 2-0-1 6-10-4 Scale=1:36.1 3x6 = 4x5 = I$ sxe 3x4 11 5x8 MT18HS = 3x4 11 6x8 II 6xe II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.90 BC 0.50 WB 0.38 Matrix -MS DEFL. in Vert(LL) -0.34 Vert(CT) -0.54 Horz(CT) 0.02 Wind(L-) 0.21 (loc) I/deft L/d 8-10 >785 360 8-10 >492 240 7 n/a n/a 8-10 >999 240 PLATES MT20 MT18HS Weight: 101 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=160(LC 10) Max Uplift 1=-476(LC 12), 7=-476(LC 12) Max Grav 1=1069(LC 18), 7=1069(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1609f793, 2-3=1367/837, 3-4=-277/895, 4-5=-277/895, 5-6=1367/837, 6-7=-1609/793 BOT CHORD 1-10=-556/1396, 8-10=-556/1396, 7-8=556/1396 WEBS 6-8=0/510, 2-10=0/510, 3-5=-2352/1197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-M to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Extedor(2R) 11-0-0 to 14-0-0, Intedor(1) 14-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 4) All plates are MT20 plates unless otherwise Indicated. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, 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. 7) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5 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. 8-10 document are not considered 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) signed and sealed and the 1=476. 7=476. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. signature must be verified On any electronic Copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with 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 property incorporate this design into the overall A building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVliTek' fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Park T24179449 M11449 ATB ATTIC 2 1 rJ nce o tional L;namoers truss, tort rlerce, M - :14VUZ, BA30 s May 12 2921 MiTek Industries, Inc. Tue Jun 1 11:49:42 2021 Pagel ID:IyR4n9pYXHPhFh53Q47ng27NtM2-dQOSWvlhdcxadUdy3NNODyYg6EaeVhezASnnXNzAffN 6-104 9-2-5 8-9-1Q 11-1-0 12-2-6 12-9-11 15-1-12 20-1-0 6-104 2 4-1 0-7-5 1-2 6 1-2 6 0-7-5 2 4-1 4-11.4 Scale=1:33.0 3x6 = 3x5 Sx8 MT18HS = 6x8 11 3x4 11 3x4 11 3x10 11 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.82 BC 0.48 WB 0.37 Matrix -MS DEFL. in Vert(LL) -0.30 Vert(CT) -0.47 Horz(CT) -0.02 Wind(LL) 0.18 (loc) Udell L/d 9-11 >808 360 9-11 >511 240 8 n/a n/a 9-11 >999 240 PLATES MT20 MT18HS Weight: 98 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP ND.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 8=Mechanical, 1=0-8-0 Max Horz 1=150(LC 11) Max Uplift 8=395(LC 12), 1=-464(LC 12) Max Grav 8=953(LC 19), 1=1044(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1527f786, 2-3=-1303/842, 34=233/804. 4-5=-228/808, 5-6=1298/845, 6-8=-1533/818 BOT CHORD 1-11=-614/1318, 9-11=-614/1318, 8-9=614/1318 WEBS 2-11=0/470, 6-9=0/576, 3-5=-2161/1161 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-M. Interior(1) 14-0-0 to 20-1-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Velez, Joaquin, PE 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 fit between bottom Printed copies of this p will the chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5 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. 9-11 signed and sealed and the 9) Refer to girder(s) for truss to truss connections. signature must be verified 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 8=395, 1=464. On an e p y electronic copies. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 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 ISO 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 ANSg7P11 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 Lakewood Park T24179450 M11449 B HIP 1 1 Job Reference o floral • •---• • "• • • •"•""• • - `^•' O.YJV S IVIdy 14 LVL 1 IVII I UK 111UU5U1U5, mc. 1 ue dun 7 11:4v;4e zuzi rage i It-0I ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-5carkFJJOv3QEeC9d5uFm94uzerzE_M7P6W K4gzAffM 0 7-0.0 -0-0 -0 -0 Scale=1 5.00 FIT 5x8 = 3x4 I I 5x8 = 3x5 9 6 7 308 4x6 3x5 4x6 C 9 4 5 10 4x5 4x8 11 3 31 7x8 MT18HS � m 29 12 1 2 3 22 20 a:: 19 17 16 15 7x S I�1"d5 4x6 = 21 33 18 34 25 32 5x6 = 4x6 = 3x5 = 3x8 = 4x6 — 3x5 = 3x5 = — 24 14 13 4x5 = 6x8 3x4 II 6x8 = 5xio \\ 1.4-0 1-0-0 I we 6A-0 we 20 0-0 27-0-0 34-0-0 39-0-0 44 &0 sn . 1-0 4 4-9-0 0�8-b 6-e-0 I 6-6-0 7-0-05-4.0 5.6-0 0-0-0 Plate Offsets (X Y)— [4:0-3-0 Edge] [6:0-5-12 0-2-81 [8.0-5-12 0-2-81 [10.0-3-0 Edge] [12.0-2-5 Edge] [15.0-7-00-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.36 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.62 17-19 >846 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.30 13 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matdx-MS Wind(LL) 0.43 17-19 >999 240 Weight: 294 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc puriins, BOT CHORD 2x4 SP M 30 `Except* except end verticals. 3-24: 2x6 SP No.2, 11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-13 oc bracing. WEBS 2x4 SP No.3 *Except* 3-22,12-15: 2x4 SP M 30 REACTIONS. (size) 25=0-8-0, 24=0-8-0, 13=0-3-8 Max Horz 25=339(LC 10) Max Uplift 25=306(LC 12), 24=-1340(LC 12),13=-1038(LC 12) Max Grav 25=255(LC 23), 24=2277(LC 17). 13=1948(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-93/326, 2-3=238/373, 3-5=-3326/2201, 5-6=2979/2093, 6-7=3162/2339, 7-8=-3162/2339, 8-9=-3323/2280, 9-11=-4167/2714, 11-12=5268/3326, 12-13=1851/1249 BOT CHORD 1-25=-269/91, 24-25=-385/263, 23-24=-2230/1387, 3-23=-2103/1394, 20-22=1871/3193, 19-20=1561/2835, 17-19=1708/2940, 16-17=2283/3751, 15-16=3000/4889, 11-15=-171/498 WEBS 3-22=-1840/3082, 5-22=1431250, 5-20=-417/355, 6-20=134/474, 6-19=-459/773, 7-19=-433/490, 8-19=-228/450, 8-17=-408/881, 9-17=-10411733, 9-16=-237/590, 11-16=-1202/820,12-15=-2912/4696,2-24=-326/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. This Item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 20-0-0, Exterior(2R) 20-0-0 electronically signed and to 27-0-0, Interior(1) 27-0-0 to 34-0-0, Exterior(2R) 34-0-0 to 41-1-7, Interior(1) 41-1-7 to 50-2-4 zone; cantilever left exposed ; porch sealed by Velez, Joaquin, PE left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Printed copies of this 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise indicated. Signed and Sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • signature must be Verified 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. on any electronic Copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Joaquin Velez PE No.68182 25=306, 24=1340, 13=1038. MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,/11-7473 rov, 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 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 Lakewood Park T24179451 M11449 B1 HIP 1 1 Job Reference (optional) t,namoers truss, tart NterCe, I-L - 341,00Z, 8,43U s May 12 ZUZ1 MI I eK Influstnes, Inc. 1 ue Jun 1 11:49:45 2021 Page 1 ID:IyR4n9pYXH PhFh53Q47ng2zNtM2-17hb8wKZwXJ8UyMXkWwjraAE IRZuiumQtQ7 R81zAffK 12-0-0 18-0-0 24-0-9 29-11-7 36-0-0 40-0-0 44-6-0 50-0-0 5-10-13 Scale=1:91.4 3x4 II 5.00 12 5x8 = 4x6 = 3x5 = 5x8 = 6 7 318 32 9 3334 10 3x6 � 3x5 3x5 11 5 4\7Z>��� 3x4 II 4x8 12 3 7x8 MT18HS d 30 13 r: 2 24 1 23 22 20 19 17 16 6x1 Tm o Id N 3x6 = 21 18 11 Ed 36RE 5x6 = 3x5 = 3x6 — — 3x8 = 3x5 = 4x6 —_ 3x5 = 26 45 15 14 45 = 6x8 = 3x4 11 6x8 = 5x10 \\ 1.4.0 1.0-0 6-04) 6-8.0 12-0-0 111-0 0 24-0-9 29.11-7 3Mo 44 8 0 50d-0 104' 4.8.0 5-805$-0 6-0.9 5.10.13 6.9 a8-0 5-8-0 0.4-0 Plate Offsets (X,Y)— [6:0-5-12,0-2-81, [8:0-3-0,Edge], [10:0-5-12,0-2-81, [13:0-2-5,Ed e] [16:0-3-12 0-2-4] [23:0-3-0 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.31 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.65 16-17 >803 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.28 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.47 19 >999 240 Weight: 295lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-25: 2x6 SP No.2, 12-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-23 13-16: 2x4 SP M 30 REACTIONS. (size) 26=0-8-0, 25=0-8-0, 14=0-3-8 Max Horz 26=-302(LC 10) Max Uplift 26=304(LC 12), 25=1342(LC 12), 14=-1038(LC 12) Max Grav 26=234(LC 21), 25=1882(LC 1), 14=1610(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=92/326, 2-3=190/336, 3-5=-2814/2141, 5-6=-2722/2136, 6-7=3066/2491, 7-9=-3066/2491, 9-10=-0177/2593, 10-11=-3082/2414, 11-12=-4488/3479, 12-13=-4432/3330, 13-14=1 560/1253 BOT CHORD 1-26=-270/77, 25-26=-360/234, 24-25=1833/1392, 3-24=1759/1392, 22-23=1824/2532, 20-22=-1640/2460, 19-20=2182/3177, 17-19=-1875/2814, 16-17=2370/3283, 12-16=-318/371 WEBS 3-23=-1847/2584, 5-23=-219/284, 6-22=-79/270, 6-20=635/919, 7-20=-340/406, 9-19=-332/312, 10-19=-415/637, 10-17=-384/629, 11-17=706/669, 11-16=837/1134, 2-25=-275/351,13-16=-2913/3955 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 18-0-0, Extedor(2R) 18-0-0 electronically signed and to 25-1-7, Interior(1) 25-1-7 to 36-0-0, Extedor(2R) 36-0-0 to 43-1-7, Interior(1) 43-1-7 to 50-2-4 zone; cantilever left exposed ; porch sealed by Velez, Joaquin, PE left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this P to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise Indicated. Signed and sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Signature must be Verified 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide On any electronic Copies. will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Joaquin Velez PE No.68182 26=304, 25=1342, 14=1038. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall' building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTIPl1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Lakewood Park T24179452 M11449 B2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8A30 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11 *49:47 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-_OpLZcMpS8ZsJGVwswyBw?FagFEOAnPiKkUYDbzAfO 1-0J 8-7-4 16-0-0 23-0-9 30-7-7 38-M 45-4 2 50-0-0 -0J 7J-1 7-0-12 7.4-9 7-2-13 7-0-9 7-0-12 4-11-0 Scale = 1:87.1 5.00 12 5x8 = 3x4 11 46 = 3x5 = 5x8 = 4 26 5 6 7 2728 8 21 20 7a 18 Zu 17 1O .5V 15 iv 01 13 12. 11 4x5 = 5x6 = 5x6 WB = 3x8 = 3x5 = 4x6 = 3x5 = 4x10 = 4x6 II 7x10 \\ 3x5 = 5x6 WB= 1-4-3 3-10-0 8.7.4 11 16-0-0 23-0-9 30-7-7 17 38-M 45-0-12 50," 2.5.13 4-94 .7-1 6-1-0 7-0-9 04-3 7-4-9 7-0-9 7-4-12 4.11-0 Plate Offsets (X Y)— [3:0-4-0 0-3-0] [4:0-5.4 0-2-41, [6:0-3-0,Edge], [8:0-5-0,0-2-41, [l l:Edge,0-3-81, [12:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.35 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.61 15-17 >965 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.16 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matdx-MS Wind(LL) OA3 15-17 >999 240 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. 2-20: 2x4 SP M 30 WEBS 1 Row at midpt 3-18, 8-15, 2-20 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=0-3-8, 21=0.8-0 Max Horz 21=264(LC 10) Max Uplift 11=-1166(LC 12), 21=1291(LC 12) Max Grav 11=2152(LC 18). 21=2268(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-732/261, 2-3=4148/2562, 34=-3636/2381, 4-5=-3814/2663, 5-7=-3814/2663, 7-8=-3664/2609, 8-9=3232/2166, 9-10=-2896/1850, 10-11=-2079/1372 BOT CHORD 1-21=-340/754, 20-21=-439/952, 18-20=-2344/3933, 17-18=-1944/3412, 15-17=-2254/3721,13-15=-1725/2862,12-13=-1657/2635 WEBS 3-18=-594/449, 4-18=-1621571, 4-17=524/899, 5-17=421/484, 7-15=-569/525, 8-15=-715/1207,9-13=-158/502,9-12=-657/604,10-12=1723/2724,2-21=199911697, 2-20=-1967/2991 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf,, h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(l) 5-0-6 to 16-M, Extedor(2R)16-0-0 This item has been to 234-9, Interior(1) 23-4-9 to 38-0-0, Extedor(2R) 38-0-0 to 45-4-12, Interior(1) 45-4-12 to 50-2-4 zone; cantilever left exposed ;C-C forces & MWFRS for Lumber DOL=1.60 DOL=1.60 electronically signed and for members and reactions shown; plate grip 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document 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 are not considered will fit between the bottom chord and any other members, with BCDL=10.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) signature must be Verified 11=1166, 21=1291. on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTIP11 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 Lakewood Park T24179453 M11449 B3 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:48 2021 Page 1 I D:IyR4n9pYXHPh Fh53Q47ng2zNtM2SaNknyNRDSijLP46PeU QTDnnbfaBvFXsZOE511 zAffH 14-0 7-8-5 14-0-0 20-6.14 27-0-0 33-5-2 40-0-0 46-3-12 50-0-0 -0-0 6-0-5 6-3-11 6-0-14 6-5.2 6-5-26.3.11 5x8 = 5.00 12 2930 531 3x4 11 4x6 = 832 33 5x8 = Scale=1:85.7 23 22 21 20 36 19 37 18 77 38 16 15 39 14 13 12 4x5 —_ 5x6 = 5x6 —_ 3x8 4x6 = 4xB = 4x6 II 5x8 MT18HS = ta-o p-0-0 7.8.5 i 14-0-0 20-6.14 i 27-0-0 i 33-5.2 i _ 40-0.0 46312 50-0-0 t-00 6-4-5 8 3 11 8-0-14 8 5 2 6-12 B 8 14 6-3-11 Plate Offsets (X Y)— [4:0-5-12,0-2-81,17:0-3-0 Edge), [9:0-5-12,0-2-81, [12:Edge,0-3-81, [13:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ddefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.40 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.68 17-19 >861 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0:17 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.50 17-19 >999 240 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. 2-22: 2x4 SP M 30 WEBS 1 Row at midpt 4-19, 9-16 REACTIONS. (size) 23=0-8-0, 12=0-3-8 Max Horz 23=227(LC 10) Max Uplift 23=-1290(LC 12), 12=-1166(LC 12) Max Grav 23=2256(LC 17), 12=2136(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-637/222, 2-3=-4098/2530, 3-4=3767/2437, 4-5=-4196/2850, 5-6=-4306/2945, 6-8=-4306/2945, 8-9=-3914/2728, 9-10=-3225/2153, 10-11=-2638/1700, 11-12=-2076/1368 BOT CHORD 1-23=-277/647, 22-23=-376/818, 21-22=-2320/3868, 19-21=-2034/3523, 17-19=-2537/4265, 16-17=2426/3921, 14-16=175312872, 13-14=1517/2404 WEBS 2-23=-1987/1632, 2-22=-2007/3063, 3-22=-145/250, 3-21=-398/324, 4-21=-118/448, 4-19=-711/1176, 5-19=-585/515, 5-17=153/315, 6-17=334/340, 8-17=-342/615, 8-16=-744/642, 9-16=-903/1481, 10-14=-268/712, 10-13=-811/673, 11-13=1620/2559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 14-M, Exterior(2R)14-0-0 This item has been to 21-1-7, Interior(1) 21-1-7 to 40-M, Exterior(2R) 40-0-0 to 47-1-7, Interior(1) 47-1-7 to 50-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COPIeS Of this 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x5 MT20 unless otherwise indicated. 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. 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 signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.0psf. is rOf11C COPIeS. On any electronic 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez No. 8182 23=1290, 12=1166. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 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 ANSUTPI1 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 Lakewood Park T24179454 M11449 B4 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:50 2021 Page 1 I D:IyR4n 9pYXH PhFh53Q47n g2zNtM2-OzVUCeOl k3yRajEVX3W uYet37SG2N 87901jCpwzAffF 1-4-0 6-7-5 12-0-0 19-6-14 27-0-0 34-5-2 42t 46-0-14 50.4.0 -0-0 535 54-11 7.6.14 7,2 7-5.2 7-6-14 4-0-14 Scale=1:85.7 5x8 = 3x5 = 5x6 WB = 3x4 11 46 = 3x5 = 5x8 = 5.00 12 4 2728 529 6 7 8 30 931 32 10 11.' 3 q q, i 1' h L PAAV I PAAV s - I 0 22 21 20 19 18 9 17 16 15 14 13 I I 34 I 4x5 —_ 5x6 = 34 = 46 —_ 3x5 = 5x8 = 44 = 3x5 = 6x8 = 3x6 = 1.4-0 6-7-5 12-0-0 19$14 27A-0 34-5-2 a7-0.2-0-0 so-0 -0 535 5-0-11 7.6-14 7.5.2 14 6-0-0 Plate Offsets (X,Y)- [2:0-3-4 0-2-12], [4:0-5-12,0-2-8], [6:0-3-0 Edge], [8:0-3-0,Edoe], [10:0-5-12,0-2-81, [17:04-0 O-341, [21:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.41 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.77 17-18 >757 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.64 17-18 >912 240 Weight: 278lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 2-21, 4-18, 10-16, 11-13 REACTIONS. (size) 22=0-8-0, 13=0-0-8 Max Horz 22=190(LC 10) Max Uplift 22=-1290(LC 12), 13=1166(LC 12) Max Grav 22=1908(LC 1), 13=1806(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=481/220, 2-3=3367/2455, 34=3322/2490, 4-5=4157/3185, 5-7=4415/3340, 7-9=-4415/3340, 9-10=-3890/3020, 10-11=-2738/2112 BOT CHORD 1-22=250/492, 21-22=-349/634, 20-21=-2261/3050, 18-20=-2113/3020, 17-18=-2925/4157, 16-17=2772/3890, 14-16=1746/2486, 13-14=1530/2028 WEBS 2-22=1698/1550, 2-21 =1 96412686, 3-21=-233/288, 4-20=50/287, 4-18=988/1457, 5-18=-660/597, 5-17=-224/392, 7-17=383/389, 9-17=-448/683, 9-16=-823/726, 10-16=1232/1740,10-14=251/230,11-14=-284/678,11-13=-2505/1917 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711t; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 12-0-0, Extedor(2R) 12-0-0 to 19-1-7, Interior(1)19-1-7 to 42-0-0, Extedor(2R) 42-0-0 to 49-1-7, Interior(1) 49-1-7 to 50-2-4 zone; cantilever left exposed ;C-C for This item has been members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) signed and sealed and the 22=1290, 13=1166. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® 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 properly 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 69134 Parke East Blvd. Safety Information available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179455 M11449 B5 HALF HIP 1 1 Job Reference (optional) chambers I russ, port Pierce, FL - 3498Z, 6x8 = 5.00 12 4 6-8-1 6.8-1 3x5 = 3x5 = 5x6 WB = 527 6 7 6.43U S May 1Z ZUZI MI I eK Inaustrles, Inc. I ue Jun 1 11:49:b1 zuzi Page 1 Scale=1:86.1 4x6 = 3x4 I I 3x5 = 4x5 = 5x6 = 8 2829 9 10 11 80 12 PP 21 20 19 18 17 16 15 14 13 45 — 3x5 = 4x6 = 4x5 = 5x8 MT18HS = 3x10 = 6x8 = 5x6 = 3x6 II 14-0 f 0-0 i 10-0-0 16.9.13 235-15 30 2-0 36.101 43-0 3 604-0 t-0�- 11-8-0 6-9-13 6-8-1 6.1 6-8-1 6A-1 6-9-13 LOADING (psf) 21 20 19 18 17 16 15 14 13 45 — 3x5 = 4x6 = 4x5 = 5x8 MT18HS = 3x10 = 6x8 = 5x6 = 3x6 II 14-0 f 0-0 i 10-0-0 16.9.13 235-15 30 2-0 36.101 43-0 3 604-0 t-0�- 11-8-0 6-9-13 6-8-1 6.1 6-8-1 6A-1 6-9-13 LOADING (psf) SPACING- 21%0 CSI. TCLL 20.0 Plate Grip DOL .25 TC 0.84 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 Rep Stress Incr YES WB 0.95 BCDL 10.0 Code FBC20201fP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-18,5-17,6-16,9-16,11-15,12-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-3-8, 21=0-8-0 Max Hone 21=260(LC 12) Max Uplift 13=1176(LC 12), 21=-1280(LC 12) Max Grav 13=1806(LC 1), 21=1908(LC 1) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORC in (loc) I/deft L/d -0.55 16-17 >999 360 -1.0316-17 >571 240 0.21 13 n/a n/a 0.86 16-17 >681 240 BOT CHORD WEBS FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-591/89, 2-3=644/275, 34=-3379/2458, 4-5=-4591/3386, 5-6=5230/3747, 6-8=-5122/3624,8-9=-5122/3624,9-11=-4179/2930,11-12=-2539/1793, 12-13=-1743/1318 BOT CHORD 1-21=-147/527, 20-21=-2341/2924, 18-20=-2324/3091, 17-18=-3386/4591, 16-17=-3756/5239, 15-16=-2957/4211, 14-15=179312539 WEBS 2-21=-351/584, 3-21=-2760/2215, 3-20=-84/264, 4-18=1249/1764, 5-18=-800/690, 5-17=-470/760,6-17=-279/297,8-16=364/380,9-16=-789/1077,9-15=-928f786, 11-15=-137911951, 11-14=1448/1166, 12-14=209312971 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 275 lb FT = 20% Structural wood sheathing directly applied or 2-10-1 oc purlins, except end verticals. Rigid ceiling directly applied or 3-9-7 oc bracing. 1 Row at midpt 3-21, 12-14 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 10-0-0, Extedor(2R) 10-0-0 to 16-9-13, Interior(1) 16-9-13 to 50-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1176, 21=1280. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verity 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 Milrek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb7Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Lakewood Park T24179456 M11449 E HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, o.gau s May iz 4VZ I Mi r eK muuscnes, mu. r ue uun r ! 1;gV;u4 cvc ! regn r ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-KLdEcJQyGgC9plOteUYMd3yTDG79rFtRUOCJuozAffD 6-10-8 8-9-8 15-8-0 6-10-8 TN9_48 6-10.8 4x6 = 4x6 = 2x3 11 2x3 11 34 11 Scale=1:27.2 3x6 11 IQ 6-10-8 1-11-0 6-10-8 Plate Offsets (X Y)— 11:0-2-8 0-0-5] (6:0-4-4 0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.19 8-13 >992 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.10 7-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 69 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 4-10-6 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -t 2-6-0, Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=101(LC 11) Max Uplift 1=724(LC 12), 6=-724(LC 12) Max Grav 1=580(LC 1), 6=580(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-752/2039, 3-4=-652/1971, 4-6=752/2039 BOT CHORD 1-8=-1719/648, 7-8=1739/652, 6-7=1716/648 WEBS 3-8=-537/153, 4-7=-537/153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 6-10-8, Extedor(2E) 6-10-8 to 8-9-8, Exterior(2R) 8-9-8 to 13-0-7, Interior(1) 13-0-7 to 15-M 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 3-6-0 tall by 2-0-0 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 wide will fit between the bottom chord and any other members. Sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) using a Digital Signature. 1=724, 6=724. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: June 1,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 ITS! a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179457 M111449 G HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:53 2021 Page 1 I D:IyR4n9pYXH PhFh53Q47ng2zNtM2-oYAdgfRa 1_KORBz4C B3bAGVhugMsafCbigxsQFzAffC i 1.4-0 1-7-2 10-0-0 12.0-0 16-4-14 20.8.0 22-0.0 1-0-0 4-0-2 4.444 2-0-0 4-4-14 4J-2 1.4-0 3x4 = 4x4 = 3x4 = 4x4 = 3x4 = 4x10 // Scale=1:37.1 Ig i 1-0-0 1d-0 10-0-0 12-0-0 20.6.0 2a-0,022-0-0 1-0-0 B-8.0 2-0-0 8-8-0 Plate Offsets (X,Y)— [2:0-7-1,0-2-0), [9:0-7-1,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) -0.09 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.19 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-6-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 9=0-8-0 Max Horz 13=146(LC 10) Max Uplift 13=587(LC 12), 9=-523(LC 12) Max Grav 13=814(LC 1), 9=814(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-445/0, 2-3=395/91, 3-4=-941/769, 4-5=827/764, 5-6=-941/769, 6-7=395/142, 7-8=-444/8 BOT CHORD 1-13=-14/358, 11-13=-738/979, 10-11=-472/827, 9-10=727/979, 8-9=-37/358 WEBS 2-13=-168/452, 3-13=-816/929, 3-11=234/301, 6-10=-234/301, 6-9=-816/929, 7-9=-168/452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711t; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Extedor(2E) 10-0-0 to 12-0-0, Exterior(2R)12-0-0 to 16-5-14, Interior(1)16-5-14 to 22-0-0 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 Velez, Joaquin, PE will fit between the bottom chord and any other members. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) Printed copies of this p 13=587, 9=523. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 6/1912020 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 E a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601, Tampa, FL 36610 Job Truss Truss Type oty Ply Lakewood Park T24179458 M11449 GRA HIP GIRDER 1 2 Jab Reference (optional) Lmamoers I russ, rort rlerce, rL - 14tIOZ, t3.43u s may iz zuzl mi I eK maustneS, Inc. I ue Jun 1 11:ou:Uz zuz1 rage 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-2GDOjkYDwISkOZ9oEakll AN6VINOBcLwnZdgEDzAff3 15 8-0-0 13 8 1 19 2-7 24 8 12 30-3-1 35 9 6 41-3-11 46-0-0 7-0 5 6 15 2 5 1 5.8-1 5 6 6 5.6-5 5.6-5 5.6.5 5 6 5 4-8-5 4 Scale=1:79.6 5x8 MT18HS = 3x5 = 3x4 11 3x4 11 5.00 12 3x5 = 5x8 MT18HS WB = 3x5 = 3x5 = 5x6 WB = 3x8 = 5x6 = 3x5 i 3 29 3031 432 33 34 35 5 36 6 377 38 39 40 8 41 42 43 44 945 46 10 47 11 48 49 12 13 24 23 50 51 22 52 21 53 20 54 55 5619 57 58 59 18 17 60 16 61 62 63 15 64 65 14 4x8 — 3x4 11 4x4 = 4x5 = 6x8 = 44 — 4x8 — 4x4 = 4x6 = 5x6 = 6x8 = 7x8 If 6x8 = 8-0-0 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 0.73 Vert(LL) 1.11 19 >508 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -1.09 19 >517 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) -0.13 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 585 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-2-3 oc bracing. 12-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=Mechanical Max Horz 1=185(LC 25) Max Uplift 1=2899(LC 8), 14=-2832(LC 8) Max Grav 1=3465(LC 1), 14=351O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5941/5075, 2-3=-6956/6016, 3-4=9881/8311, 4-5=11900/9854, 5.7=-12434/10218, 7-8=-12434/10218,8-9=-11557/9451,9-11=-914017451,11-12=-5381/4375 BOT CHORD 1-24=-4709/5377, 23-24=4709/5377, 22-23=-5604/6447, 20-22=8288/9881, 19-20=9832/11900, 18-19=9428/11557, 16-18=7429/9140, 15-16=-4352/5381, 14-15=-762/918 WEBS 2-24=-1239/1084, 2-23=-1246/1522, 3-23=-173/287, 3-22=3104/3998, 4-22=1841/1634, 4-20=-1797/2373, 5-20=-912/870,5-19=-461/646,7-19=617/706, 8-19=-893/1022, 8-18=-113711153, 9-18=-2328/2815, 9-16=-2021/1849, 11-16=-3582/4377, 11 -1 5=-2834/2502, 12-15=-4387/5455, 12-14=3477/2909 NOTES- This Item has been 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: electronically signed and Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. sealed by Velez, Joaquin, PE Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. using a Digital Signature. 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 Printed copies of this ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. document are not considered 3) Unbalanced roof live loads have been considered for this design. signed and sealed and the 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf: h=17ft; B=45ft; L=47ft; eave=6ft; Cat. signature must be verified II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 on an electronic copies. Y P 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Joaquin Velez PE No.68182 6) Provide adequate drainage to prevent water ponding. MiTsk USA, Inc. FL Cart 6634 7) All plates are MT20 plates unless otherwise Indicated. 6904 Parke East Blvd. Tampa FL 33810 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 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 June 1,2021 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A911-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Mel( building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTel( is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformarian available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179458 M11449 GRA HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTeK Industries, Inc. Tue Jun 1 11:b0:03 2021 Page Z I D:IyR4n9pYXHPhFh53Q47ng2zNtM2-W rnPw4Ysg3ab elk?oHFxaNvHFijdw3b30DM OnfzAff2 NOTES- 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)1=2899, 14=2832. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 209 Ib down and 372 Ib up at 8-M, 149 Ib down and 204 Ib up at 10-0-12, 149 Ib down and 204 Ib up at 12-0-12, 149 Ib down and 204 Ib up at 14-0-12, 149 Ib down and 204 Ib up at 16-0-12, 149 Ib down and 204 Ib up at 18-0-12, 149 Ib down and 204 Ib up at 20-0-12, 149 Ib down and 204 Ib up at 22-0-12, 149 Ib down and 204 Ib up at 24-0-12, 149 Ib down and 204 Ib up at 26-0-12, 149 Ib down and 204 Ib up at 27-24, 149 Ib down and 204 Ib up at 29-2-4, 149 Ib down and 204 Ib up at 31-2-4, 149 Ib down and 204 Ib up at 33-2-4, 149 Ib down and 204 Ib up at 35-2-4, 149 Ib down and 204 Ib up at 37-2-4, 149 Ib down and 204 Ib up at 39-24, 149 Ib down and 204 Ib up at 41-24, and 149 Ib down and 204 Ib up at 43-2.4, and 149 Ib down and 206 Ib up at 45-2-4 on top chord, and 328 Ib down and 498 Ib up at 8-0-0, 79 Ib down and 30 Ib up at 10-0-12, 79 Ib down and 30 Ib up at 12-0-12, 79 Ib down and 30 Ib up at 14-0-12, 79 Ib down and 30 Ib up at 16-0-12, 79 Ib down and 30 Ib up at 18-0-12, 79 Ib down and 30 Ib up at 20-0-12, 79 Ib down and 30 Ib up at 22-0-12, 79 Ib down and 30 Ib up at 24-0-12, 79 Ib down and 30 Ib up at 26-0-12, 79 Ib down and 30 Ib up at 27-24, 79 Ib down and 30 Ib up at 29-2-4, 79 Ib down and 30 Ib up at 31-2-4. 79 Ib down and 30 Ib up at 33-2-4. 79 Ib down and 30 Ib up at 35-2.4. 79 Ib down and 30 Ib up at 37-24, 79 Ib down and 30 Ib up at 39-2-4, 79 Ib down and 30 Ib up at 41-2-4, and 79 Ib down and 30 Ib up at 43-2-4, and 79 Ib down and 30 Ib up at 45-2-4 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 (pif) Vert: 1-3=54, 3-12=54, 12-13=-54, 1-14=20 Concentrated Loads (lb) Vert: 3=-132(F) 6=-106(F) 21=-55(F) 23=-328(F) 11=-106(F) 15=-55(F) 17=-55(F) 29=-106(F) 30=106(F) 32=106(F) 33=-106(F) 35=-106(F) 36=106(F) 37=-106(F) 38=-106(F) 39=-106(F) 40=-106(F) 42=-106(F) 43=-106(F) 45=-106(F) 46=106(F) 47=-106(F) 48=-106(F) 49=-106(F) 50=-55(F) 51=-55(F) 52=-55(F) 53=-55(F) 54=-55(F) 55=55(F) 56=-55(F) 57=-55(F) 58=-55(F) 59=55(F) 60=55(F) 61=-55(F) 62=-55(F) 63=-55(F) 64=55(F) 65=-55(F) ®WARNING -Verity 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 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 Dually Cdter/a, DSB-69 and SCSI 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 Lakewood Park T24179459 M11449 GRB HALF HIP GIRDER 1 2 Job Reference (optional) ulldmuers r cuss, run rierce, rL - swam, 0.4au S may 1z zuz1 MI I eK Inaustnes, Inc. I ue Jun 1 1 T:bU:13 zuz1 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-DOOBOVg7K7rArFVwN O Q IzUKzOk2MGZeXJnnw64zAfeu i M14 i 8-0-0 � 13�-13 18-7-14 23-10-15 29-2-0 34:Ll 39-8-2 44-11-3 50-0.0 ' S-0.14 ' 2S2 ' 5-0-13 5.3-1 5-3-1 53-15-3-1 53-1 5-0-13 5x8 MT18HS = 5.00 12 3x5 i�'- 3 2 1 0 Scale=1:85.6 3x5 = 3x5 = 5x8 MT18HS = 3x5 = 5x8 MT18HS WB = 3x4 II 3x5 = 3x6 = 4x6 = 5x8 = 31 32 4 33 34 35 536 37 6 7 38 39 8 40 41 9 42 43 4410 11 45 46 47 12 48 49 5013 26 25 51 52 24 53 23 22 54 55 56 21 20 57 19 58 59 18 60 17 61 16 62 63 64 15 65 66 67 14 4x8 —_ 3x4 11 4x4 = 4x6 = 7x8 WB =4x4 = 4x4 = 4x8 = 4x4 —_ 4x6 = 5x8 — 3x10 11 7x10 II 5x8 MT18HS = 6x8 = 1.4-0 f-0-0 i 5-6-14 8-0-0 13-0-13 18-7-14 2110-15 29.2.0 34-5-1 39-8-2 4411.3 504-0 42-14 2-r2 1 13 531 53-1 531 5S1 531 5-4-13 Plate Offsets (X,Y)— [1:0-0-1,1-2-111, [1:0-2-1,Edge], [3:0-5-12,0-2-8], [6:0-4-O,Edge], [10:0-4-O,Edge], [15:0-3-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 1.41 19-21 >426 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.39 19-21 >431 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) -0.17 14 n/a file BCDL 10.0 Code FBC2020frPI2014 Matrix -MS Weight: 630 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, BOT CHORD 2x6 SP 240OF 2.OE *Except* except end verticals. 14-17: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 2x4 SP No.3 *Except* 13-14: 2x6 SP No.2, 13-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 14=0-3-8, 1=0-M Max Horz 1=208(LC 21) Max Uplift 14=3089(LC 8), 1=-3101(LC 8) Max Grav 14=3825(LC 1), 1=3717(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6403/5446, 2-3=-7511/6462, 3-4=10653/8934, 4-5=13063/10794, 5-7=-14189/11637,7-8=-13914/11350,8-9=-13914/11350,9-11=12401/10077, 11-12=-9553/7742,12-13=-5440/4398,13-14=3679/3054 BOT CHORD 1-26=-5071/5799, 25-26=-5071/5799, 24-25=-6038/6958, 22-24=-8934/10653, 21-22=-10794/13063, 19-21=11637/14189, 18-19=-10077/12401, 16-18=-7742/9553, 15-16=-4398/5440 WEBS 2-26=-1338/1166, 2-25=-133411540. 3-25=-150/251, 3-24=3392/4328, 4-24=2105/1844, 4-22=-2196/2845,5-22=-1254/1147,5-21=-994/1329,7-21=-423/495,7-19=-324/371, 8-19=-572/653, 9-19=-1503/1785, 9-18=-1513/1434, 11-18=-2756/3362, This item has been 11-16=-2337/2087,12-16=3947/4855,12-15=3165/2764, 13-15=-5124/6344 electronically signed and NOTES- sealed by Velez, Joaquin, PE 1) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: using a Digital Signature. Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 -2 rows staggered at 0-9-0 oc. Printed copies of this P 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. document are not considered 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 signed and sealed and the ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, signature must be verified 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711t; B=45ft; L=501t; eave=6ft; Cat. on any electronic copies. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Joaquin Velez PE No.68182 to the use of this truss component. MiTek USA, Inc. FL Cert 6634 5) Provide adequate drainage to prevent water ponding. 6604 Parke East Blvd. Tampa FL 33810 6) All plates are MT20 plates unless otherwise indicated. Date: 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 1,2021 3ontinued on Daae 2 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MTelc® connectors. This design is based only upon parameters shown, 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/t Quality Cr/teda, 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 Lakewood Park T24179459 M11449 GRB HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:14 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-hayZErhl5Rz1 SP36x5xXWis8m7Nb70uhXRXTfXzAfet NOTES- 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 14=3089, 1=3101. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 373 lb up at 8-M, 149 lb down and 204 lb up at 10-0-12, 149 Ib down and 204 Ib up at 12-0-12, 149 lb down and 204 lb up at 14-0-12, 149 lb down and 204 Ib.up at 16-0-12, 149 lb down and 204 lb up at 18-0-12, 149 lb down and 204 lb up at 20-0-12, 149 lb down and 204 lb up at 22-0-12, 149 lb down and 204 lb up at 24-0-12, 149 lb down and 204 lb up at 26-0-12, 149 lb down and 204 lb up at 27-3-4, 149 lb down and 204 Ito up at 29-3-4, 149 lb down and 204 lb up at 31-3-4, 149 lb down and 204 lb up at 33-3.4, 149 lb down and 204 lb up at 35-3-4, 149 lb down and 204 lb up at 37-3-4, 149 lb down and 204 lb up at 39-3-4, 149 lb down and 204 lb up at 41-3-4, 149 lb down and 204 lb up at 43-34, 149 Ib down and 204 lb up at 45-34, and 149 lb down and 204 lb up at 47-3-4, and 144 lb down and 202 lb up at 49-3-4 on top chord, and 328 lb down and 498 lb up at 8-0-0, 79 lb down and 30 lb up at 10-0-12, 79 Ito down and 30 lb up at 12-0-12, 79 lb down and 30 lb up at 14-0-12, 79 lb down and 30 lb up at 16-0-12, 79 lb down and 30 lb up at 18-0-12, 79 lb down and 30 Ito up at 20-0-12, 79 lb down and 30 lb up at 22-0-12, 79 lb down and 30 lb up at 24-0-12, 79 lb down and 30 lb up at 26-0-12, 79 lb down and 30 lb up at 27-34, 79 lb down and 30 lb up at 29-3-4, 79 lb down and 30 lb up at 31-34, 79 lb down and 30 lb up at 33-3-4, 79 lb down and 30 lb up at 35-34, 79 lb down and 30 lb up at 37-34, 79 lb down and 30 lb up at 39-3-4, 79 lb down and 30 lb up at 41-3-4, 79 lb down and 30 lb up at 43-3-4, 79 lb down and 30 lb up at 45-3-4, and 79 lb down and 30 lb up at 47-3-4, and 83 lb down and 28 lb up at 49-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-13=-54, 1-14=-20 Concentrated Loads (lb) Vert: 3=132(B) 6=-106(B) 23=-55(B) 25=-328(B) 21=55(1]1) 7=106(121) 8=-106(B)19=-55(B) 20=55(B) 31=-106(B) 32=-106(B) 33=106(1]1) 34=106(1]1) 36=-106(B) 37=-106(B) 38=106(B) 39=-106(B) 40=-106(B) 41=-106(B) 43=-106(B) 44=-106(B) 45=106(B) 46=-106(B) 47=106(B) 48=106(B) 49=-106(B) 50=110(B) 51=-55(B) 52=-55(B) 53=-55(B) 54=-55(B)55=-55(B) 56=-55(B) 57=-55(B) 58=-55(B) 59=-55(B)60=-55(B) 61=-55(B) 62=55(B) 63=-55(B) 64=-55(B) 65=-55(B) 66=-55(B) 67=-56(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rov. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I�' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179460 M11449 GRC HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MTek Industries, Inc. Tue Jun 1 11:50:15 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-9mVxRBiNsk5u4ZelVpTm3vPGLXtakVtgm5G1 BzzAfes 1-0-0 3-314 6-0-0 11-3-9 16-7-3 1 4 0 1.11-14 2-8-2 5-3-10 5-3-10 4x8 = 16 17 2x3 11 56x12 = Scale=1:28.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.98 BC 0.28 WS 0.81 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.14 7-8 >999 240 Vert(CT) -0.09 7-8 >999 240 Horz(CT) -0.03 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 83 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, Except: OTHERS 2x8 SP 240OF 2.0E 5-8-12 oc bracing: 7-8. REACTIONS. (size) 9=0-&O, 14=0-7-3 Max Horz 9=156(LC 8) Max Uplift 9=1030(1_C 8), 14=-998(LC 5) Max Grav 9=899(LC 1), 14=789(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1324/1640, 3-4=-1240/1617, 4-5=-1240/1617 BOT CHORD 8-9=289/242, 7-8=1559/1175 WEBS 2-8=-1313/981, 4-7=-468/590, 5-7=-1612/1230, 2-9=-811/1069, 5-14=-989/1251 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing Surface. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) sealed by Velez, Joaquin, PE 9=1030,14=998. using a Digital Signature. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 362 lb up at Printed copies of this p 6-0-0, 63 lb down and 157 lb up at 8-0-12, 63 lb down and 157 lb up at 10-0-12, and 63 lb down and 157 lb up at 12-0-12, and 63 lb down and 157 lb up at 14-0-12 on top chord, and 86 lb down and 250 lb up at 6-0-0, 41 lb down and 110 lb up at 8-0-12, 41 lb document are not considered down and 110 lb up at 10-0-12, and 41 lb down and 110 lb up at 12-0-12, and 41 lb down and 110 lb up at 14-0-12 on bottom signed and sealed and the chord. The design/selection of such connection devjce(s) is the responsibility of others, signature must be Verified 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic Copies. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=54, 3-5=54, 6-11=-20 Date: June 1,2021 Continued on Daae 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall my building design. Bracing Indicated is to prevent budding 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 ANS11TPll 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 Lakewood Park T24179460 M11449 GRC HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8A30 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:15 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-9mVxRBiNsk5u4Ze1VpTm3vPGLXtakVtgm5GlBzzAfes LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-121(F) 8=-66(F) 16=54(F) 18=-54(F) 19=-54(F) 20=-54(F) 21=-28(F) 22=-28(F) 23=-28(F) 24=-28(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev. 611912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Selefyinformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 366110 Job Truss Truss Type Qty Ply Lakewood Park T24179461 M11449 GIRD HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 Mi rek Industries, Inc. Tue Jun 1 11:50:17 2021 Page 1 I D:IyR4n9pYXHPhFh53Q47ng2zNtM2-59d hsgeNM LoJtohcEVE8KUeVLS WCRv7EP 17FrzAfeq 3.8-6 _ — _ _ , _ _ 6-9-0 8 1 8 12-0-12 16-7-3 3 8 6 3-0-10 1-4-8 3-11-4 4.6-7 Scale=1:27.9 5x8 MT18HS = 34 = 2 15 3 16 3x4 = 12x20 = 8x14 = HUS26 HUS26 HUS26 5x8 II 8x10 II THD210-2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020IfP12014 CSI. TC 0.87 BC 0.76 WB 0.65 Matrix -MS DEFL. in Vert(LL) 0.21 Vert(CT) -0.23 Horz(CT) 0.01 (loc) I/deg Ud 7-8 >932 240 7-8 >861 240 14 n/a n/a PLATES MT20 MT18HS Weight: 206lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. 2-8,4-7: 2x4 SP No.3, 4-8,5-7: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=0-7-3 Max Horz 1=176(LC 8) Max Uplift 1=2889(1_10 8),14=-4027(LC 5) Max Grav 1=3975(LC 1), 14=5670(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7669/5631, 2-3=-8471/6291, 3-4=8471/6291, 4-5=7623/5458, 6-9=560/999, 5-9=-560/999 BOT CHORD 1-8=-5198/6953, 7-8=-545B/7623, 6-7=958/1351 WEBS 3-8=-250/249, 2-8=2523/3416, 4-8=-1059/1037, 4-7=-833/859, 5-7=-5621/7835, 5-14=-6536/4647 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. This Item has been Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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 by Velez, Joaquin, PE 3) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. using a Digital Signature. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this p 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. document are not considered 5) Provide adequate drainage to prevent water ponding. signed and sealed and the 6) All plates are MT20 plates unless otherwise indicated. signature must be Verified 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • on any electronic copies. 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 9) Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cart 6634 capacity of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Date: 1=2889, 14=4027. June 1,2021 Continued on Daae 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE k111-7473 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 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 ANSLITP11 Qualify Criteria, DS849 and BCS1 Building Component 69D4 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179461 M11449 GRID HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:17 2021 Page 2 I D:IyR4n9pYXH PhFh53Q47ng2zNtM2-59dhstjeN M LcJtohcEVE8KUeVLS WCRv7EP17FrzAfeq NOTES- 11) Use USP THD210-2 (With 38-16d nails into Girder & 20-10d nails into Truss) or equivalent at 8-1-8 from the left end to connect truss(es) to back face of bottom chord. 12) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 14-0-12 to connect truss(es) to back face of bottom chord. 13) 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 (pif) Vert: 1-2=54, 2-5=54, 1-6=20 Concentrated Loads (lb) Vert: 8=-3490(B)7=-1663(B)17=-1663(B)18=1663(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 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 ANSM11 Quality Criteria, DS049 and BCSI Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179462 M11449 GRE HIP GIRDER 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:18 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-aLB34CkG8tTTxONtAxOTgY1 gdpLx71GS3VholzAfep 1 4 0 6-0-0 8-10-0 11.8-0 16-8-0 17.8-0 1 4-0 4-8-0 2-10-0 2-10-0 5-0-0 1-0-0 5x6 = 3x4 = 5x6 = 22 23 4 24 25 5 3x8 11 Scale=1:28.8 0 N I 1-0-0 14-0 6-0-0 8-10-0 11-8-0 16-8-0 1.01 8+1 4 8-0 2-10-0 2-10-0 5-0-0 Plate Offsets (X,Y)— [1:0-0-10,Edgej, [3:0-4-4,0-2-12), [5:0-4-4,0-2-12), [7:0-5.4,Edge), [12:0-O-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.34 9-11 >539 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.20 9-11 >905 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) -0.05 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 7=0-8-0, 12=0-M Max Horz 12=93(LC 6) Max Uplift 7=1275(LC 8), 12=-1283(LC 8) Max Grav 7=902(LC 1), 12=924(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1099/1576, 2-3=-1315/1873, 3-4=1150/1763, 4-5=1190/1815, 5-7=133511946 BOT CHORD 1-12=-1578/1134, 11-12=-1580/1134, 9-11 =1 847/1342, 7-9=-1620/1171 WEBS 3-11=-504/348, 4-11=-299/361, 4-9=246/293, 5-9=-569/377, 2-12=-593/768 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " This Item has been 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) sealed by Velez, Joaquin, PE 7=1275, 12=1283. using a Digital Signature. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 362 lb up at Printed copies of this p 6-0-0, 63 lb down and 157 lb up at 8-0-12, and 63 lb down and 157 lb up at 9-7-4, and 168 Ib down and 362 lb up at 11-8-0 on top chord, and 86 Ib down and 142 lb up at 6-0-0, 41 lb down and 651b up at 8-0-12. and 41 lb down and 65 lb up at 9-7-4, and 86lb document are not considered down and 142 lb up at 11-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Signed and Sealed and the 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Signature must be Verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads (plf) MiTek USA, Inc. FL Cart 6834 Vert: 1-3=54, 3-5=54, 5-8=54, 13-16=-20 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ontinued on Daae 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h111-7473 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 r building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, see ANS TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179462 M11449 GRE HIP GIRDER 1 1 Job Reference (optional) GnanlberS l rUSS, tort Pierce, FL-34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:18 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-aLB34CkGBfTTxONtAxOTgYlgdpLx?IGS3VholzAfep LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=121(F) 5=121(F)10=-28(F)11=-66(F) 9=-66(F) 22=54(F) 25=54(F) 26=28(1`) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not 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 buss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179463 M11449 GRG HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:22 2021 Page 1 I D:IyR4n9pYXHPh Fh53Q47ng2zNtM2S7RavanmCu_uQehePn5PrOCdXMDothxsNgTux37Afel 1-4-0 5-0-5 lY0-0 11-0.0 14-0.0 16-11-11 20.8-0 22-0-0 1-0-0 3.8-5 2-11-11 3-0-0 3-0-0 2-11-11 30. 1-4-0 4x4 = 3x4 = 4x4 = 24 3x4 = 3x8 = 3x8 = 6x8 // Scale=1:36.7 T Io LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.34 BC 0.49 WB 0.73 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.19 11-13 >999 240 Vert(CT) -0.18 11-13 >999 240 Horz(CT) -0.06 10 n/a Na PLATES GRIP MT20 244/190 Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 14=0-8-0, 10=0-8-0 Max Horz 14=117(LC 6) Max Uplift 14=1382(LC 8), 10=1318(LC 8) Max Grav 14=1434(LC 1), 10=1434(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-302/168, 2-3=400/304, 3-4=-2368/2403, 4-5=-2190/2279, 5-6=-2189/2282, 6-7=-2367/2407, 7-8=-400/340, 8-9=-302/175 BOT CHORD 1-14=-201/316, 13-14=1929/2022, 11-13=-2233/2331, 10-11=-1941/2022, 9-10=212/316 WEBS 2-14=-311/418, 3-14=-1991/2044, 3-13=-426/377, 4-13=-550/581, 5-13=-259/261, 5-11=-261/262, 6-11=-552/580,7-11=-427/387, 7-10=-1990/1999, 8-10=-311/401 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This Item has been 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) sealed by Velez, Joaquin, PE 14=1382, 10=1318. using a Digital Signature. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 362 lb up at Printed copies of this p 8-0-0, 149 lb down and 204 lb up at 10-0-12, and 149 lb down and 204 lb up at 11-11.4, and 209 lb down and 362 lb up at 14-0-0 on top chord, and 328 lb down and 498 lb up at 8-0-0, 79 lb down and 30 lb up at 10-0-12, and 79lb down and 30 lb up at 11-114, document are not considered and 328 lb down and 498 lb up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility signed and sealed and the of others. signature must be verified 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic Copies. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=-54, 4-6=54, 6-9=54, 15-18=-20 Date: June 1,2021 Continued on Daoe 2 ® 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 MiTekit connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildng designer must verify the applicability of design parameters and property incorporate this design Into the overall mybuilding 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 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 Lakewood Park T24179463 M11449 GRG HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:22 2021 Page 2 ID:IyR4n9pYXHPh Fh53Q47ng2zNtM2S7RavanmCu_uQehePnSPrOCdXMDothxsNgTux3zAfel LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=132(B) 6=1 32(B) 12=-55(B) 13=-328(B) 11 =328(B) 22=-106(B) 23=-106(B) 25=55(B) ®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 budding designer must verify the applicability of design parameters and property incorporate this design Into the overall' building design. Bracing Indicated Is to prevent Welding 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 buss 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 Ply Lakewood Park T24179464 M11449 J1 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:26 2021 Page 1 ID:IyR4n9pYXHPhFh53047ng2zNtM2-Lug5lygHG7UKuF_Ped9L7EMKszdDpebSll R64gzAfeh 1-" 2-0-0 1-4-0 01.0 Scale = 1:8.7 ram/ LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Wmd(LL) -0.00 5 >999 240 Weight: 7 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=51(LC 12) Max Uplift 3=29(1_13 1), 4=-47(LC 1), 5=-229(LC 12) Max Grav 3=23(LC 12), 4=52(LC 12), 5=223(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-113/369 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=229. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Veriy/ 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 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 properly Incorporate this design Into the overall Iva 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 ANS111 PH 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 Lakewood Park T24179465 M11449 J3 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:28 2021 Page 1 ID:IyR4n9pYXHPhFh53Ci47ng2zNtM2-HHorAdsXokk28Z8ol2Bp4fSfknJHHY IlcwD8jzAfef 1-4-0 2-8-0 Scale = 1:12.8 1-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=102(LC 12) Max Uplift 3=-74(LC 12), 4=-53(LC 9), 5=-242(LC 12) Max Grav 3=58(LC 17), 4=39(LC 3), 5=220(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-224/393 NOTES- 1) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 3-11-4 zone; cantilever left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=242. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® WARNING - Verity 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse 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-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 Truss Type City Ply T24179466 M11449 J5 JACK -OPEN 17 1 �LakewoodPark Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:29 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-ITMENzs9Z2svl LJlj2ds_oYAdUO_uu_Gfmh9zAfee 11 0 6-0-0 1.4.0 4.8-0 Scale=1:17.8 1-0-0 6-0.0 1-0.0 5-0-0 Plate Offsets (X,Y)— [5:0-0.4,1-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.13 4-5 >440 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=154(LC 12) Max Uplift 3=141(LC 12), 4=-96(LC 12), 5=312(LC 12) Max Grav 3=108(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-322/215 BOT CHORD 1-5=-138/318 WEBS 2-5=463/464 NOTES- 1) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interjor(1) 3-0-0 to 5-11-4 zone; cantilever left exposed,; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at --lb) electronically signed and 3=141, 5=312. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h11I-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 rti�iir•� building design. Bracing indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Bra fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS1111P11 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 Lakewood Park T24179467 M11449 J7 JACK -OPEN 46 1 Job Reference (optional)' Chambers Truss, Fort Pierce, FL - 34982, i 3x10 II 641-0 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:31 2021 Scale=1:21.8 1-0-0 8-0-0 1-0-0 7-0-0 Plate Offsets (X,Y)— [5:0-0-4,Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 4-5 >549 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) -0.07 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.13 4-5 >606 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=206(LC 12) Max Uplift 3=188(1_C 12), 4=-10(LC 12), 5=-241(LC 12) Max Grav 3=168(LC 17), 4=119(LC 3), 5=353(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-616/253 BOT CHORD 1-5=163/364 WEBS 2-5=532/1145 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) This Item has been 3=188, 5=241, electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verity 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 ANSM11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179468 M11449 KJ5 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:32 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-921 MO?v2rzEUcASZ_tGl FUcLPOhfDNnKgEuQHUzAfeb 4-6-1 8-5-1 4-6-1 3-11-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x6 SP No.2 3x8 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020lrP12014 Scale=1:16.5 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.32 Vert(LL) 0.20 3-8 >503 240 MT20 244/190 BC 0.27 Vert(CT) -0.11 3-8 >939 240 WB 0.00 Horz(CT) -0.04 2 n/a n/a Matrix -MP Weight: 29 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. REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=0-11-5 Max Horz 1=153(LC 8) Max Uplift 2=-174(LC 8), 3=-132(LC 8), 1=-316(LC 8) Max Grav 2=148(LC 28), 3=102(LC 3), 1=267(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except at --lb) 2=174, 3=132, 1=316. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 105 lb up at 2-11-0. 99 lb down and 105 lb up at 2-11-0, and 109 Ib down and 88 lb up at 5-8-15, and 109 lb down and 88 lb up at 5-8-15 on top chord, and 107 lb down and 76 lb up at 2-11-0, 107 lb down and 76 lb up at 2-11-0, and 11 Ib down and 2 lb up at 5-8-15, and 11 lb down and 2 lb up at 5-8-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 3-4=20 Concentrated Loads (lb) Vert: 9=72(F=36, B=36) 11=94(F=47, B=47) 12=3(F=1, B=1) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII QuallW Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safelyinformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179469 M11449 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) L,namDers I russ, fort fierce, f L - 34962, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:38 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-_COdG2zpRp7dL5vjL8N9UIsOVpkCd2LD3ALkV8zAfeV 5-11-0 7-3-13 11-3-0 5-11-0 1.4-13 3-11-3 1:19.2 3x10 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.21 BC 0.26 WB 0.25 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.06 5-6 >999 240 Vert(CT) -0.04 5-6 >999 240 Horz(CT) -0.01 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 1=0-11-5 Max Horz 1=205(LC 8) Max Uplift 3=-122(LC 8), 4=-440(LC 8). 1=-402(LC 8) Max Grav 3=103(LC 1), 4=312(LC 28). 1=476(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-544/669 BOT CHORD 1-6=723/497, 5-0=723/497 WEBS 2-6=-265/219, 2-5=580/844 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II: Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) electronically signed and 3=122, 4=440,1=402. sealed by Velez, Joaquin, PE 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 105 lb up at using a Digital Signature. 2-11-0, 99 lb down and 105lb up at 2-11-0, 109 lb down and 88 lb up at 5-8-15, 109lb down and 88 lb up at 5-8-15, and 64 lb down lb Printed copies of this P and 163 up at 8-6-14, and 64 lb down and 163 lb up at 8-6-14 on top chord, and 44 lb down and 76 lb up at 2-11-0, 44 lb down and 76 lb up at 2-11-0, 11 lb down and 59 lb up at 5-8-15, 11 lb down and 59 lb up at 5-8-15, and 33 lb down and 110 lb up document are not considered at 8-6-14, and 33 lb down and 110 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the signed and sealed and the responsibility of others. re must bverified signature signature must be verified 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). any copies. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33810 Vert: 1-3=54, 4-7=20 Date: June 1.2021 Continued on Daae 2 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb7P11 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 Lakewood Park T24179469 M11449 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8A30 s May 12 2021 MTek Industries, Inc. TUB Jun 1 11:50:38 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2_COdG2zpRp7dL5vjL8N9UIsOVpkCd2LD3ALkV8zAfeV LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=72(F=36, B=36) 14=64(F=32, B=-32) 15=94(F=47, B=47)16=3(F=1, B=1) 17=-39(F=20, B=-20) 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 MTekWI connectors. This design is based only upon parameters shown, 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 fabdcation, 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/nfomrafion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179470 M11449 MV2 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:39 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-SOy000_RC67UyFUvvruOlzPbHC84MYWMHg411 azAfeU 2-0-0 2-0-0 snnrig 3x4 Scale = 1:6.9 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 0.08 Vert(ILL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-M Max Horz 1=33(LC 12) Max Uplift 1=23(LC 12), 2=-41(LC 12) Max Grav 1=47(LC 1), 2=35(LC 17), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall` building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSUfPN 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 Lakewood Park T24179471 M11449 MV4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50.40 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-waWOhk?3zQFLaP36SZPdaAxdlcRm57mW WUgrZOzAfeT 4-0.0 4-0-0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020frP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=81(LC 12) Max Uplift 1=-58(LC 12), 3=-91(LC 12) Max Grav 1=116(LC 1), 3=118(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.1 2 3x4 11 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C•C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 100 lb uplift atjoint(s) 1, 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd, Tampa FL 33610 Date: June 1,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE &111.7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with Mnlek® connectors. This design is based only upon parameters shown, 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 buss systems, see ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saferylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179472 M11449 MV6 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:40 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-waWOhk73zQFLaP36SZPdaAxhHcSx5zUWWUgrZOzAfeT 6-M 6-M 3x4 2x3 11 3x4 II 3x4 II Scale=1:15.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.32 BC 0.12 WB 0.15 Matrix-P DEFL. in (loc) Udefl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 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=6-0-0, 4=6-M, 5=6-M Max Holz 1=133(LC 12) Max Uplift 4=66(LC 12), 5=-189(LC 12) Max Grav 1=56(LC 1), 4=85(LC 17). 5=245(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-273/118 WEBS 2-5=-257/491 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 348-12 to 5-10-4 zone;C-C for members and forces & M%�FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at --lb) 5=189. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall EE 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 ptiTek- � fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 quality Crfferte, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179473 M11449 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8A30 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:42 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-tze86QOJV1 V3pjCUa_S5fbl4BQ7AZuFozoJyevzAfeR 2-0-0 4-0-0 2-0-0 2-0-0 3x6 = Scale =1:7.5 5.00 12 2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 3x4 - 3x4 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.17 Lumber DOL 1.25 BC 0.13 Rep Stress Incr YES WB 0.00 Code FBC2020/fP12014 Matrix-P REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=19(LC 11) Max Uplift 1=-61(LC 12), 3=-61(LC 12) Max Grav 1=94(LC 1), 3=94(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=121/257 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 3 n/a n/a Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall rt 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-s9 and BCS/ Building Component 69D4 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 Lakewood Park T24179474 M11449 V8 Valley 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 3x4 2x3 11 8.430 s May 12 2021 MITek Industries, Inc. Tue Jun 1 11:50:43 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-L9C WJm 1 xGLdwRsnh8hzKBpZ7jgTblKlyCS2VAL=AfeQ B-0-0 4-0-0 4x4 = 3x4 Scale=1:14.6 8.0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 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 Code FBC2020frPI2014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. 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-M Max Horz 1=48(LC 11) Max Uplift 1=-93(LC 12), 3=-93(LC 12), 4=126(LC 12) Max Grav 1=118(LC 1). 3=118(LC 1), 4=248(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=183/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except (jt=lb) 4=126. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® 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 MTek® connectors. This design is based only upon parameters shown, and is for an indmdual 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 budding design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnronoation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179475 M11449 V12 Valley 1 1 Job Reference (options[) Chambers Truss, Fort Pierce, FL - 34982, BA30 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:41 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-On4mv4OhkkNCCZel OGws6OUj UOlsq Qgfl8ZP6SzAfeS Scale=1:18.9 4x6 = 4 3x4 3x4 2x3 I I 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 0.93 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=77(LC 11) Max Uplift 1=125(LC 12), 3=-125(LC 12), 4=-254(LC 12) Max Grav 1=175(LC 21), 3=175(LC 22), 4=439(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-288/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0-0, Extedor(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at=lb) This item has been 1=125, 3=125, 4=254. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall VE 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 ANSI11Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 3j4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) I 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See SCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For 0-116rr c11-2 c2-3 wide truss spacing, individual lateral braces themselves bracing, Tor I may require or alternative WEBSAcbracing p? h'� 3=stack should be considered. 3. Never exceed the design loading shown and never U materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and For 4 x 2 orientation, locate c7-e c6a all other interested parties. plates 0- yid" from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 7, Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSIrrPI 1. *on details available in MiTek 20/20 ti Plate locati CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber Software upon request. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. PLATE SIZE ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel t0 slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by Others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek® All Rights Reserved 17. Install and load vertically unless indicated otherwise. _ _ number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 141 19. Review all portions of this design (front, back, words ANSIITP11: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. ® 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling,MiTek 21.The design does not take into account any dynamic Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 or other loads other than those expressly stated.