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HomeMy WebLinkAboutRevisions; Roof, Roof Truss & Floor Plan ReviewOFFICE USE ONLY: DATE FILED: a. REVISION FEE: I ,nCATI0N/CITF. PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION DETAILED DESCRIPTION OF PROJECT CONTRACTOR INFORMATION: STATE of FL REG./CE BUSINESS NAME: QUALIFIERS NAME. ADDRES D D S � CITY: STATE: PHONE (DAYTIME): OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): i n SLCCC: 9123109 Revised 06130/17 LUCIE CO CERT. #: �� AX. ZIP: ZIP: ZIP: M!Tek' RE: 77367 - VEGA / Q59151 Site Information: Customer Info: WILLIAM VEGA Project Name: VEGA Model: . Lot/Block: Subdivision: . Address: ., . City: State: . No. Seal# Truss Name Date 29 T23259577 GRD 3/22/21 30 T23259578 GRE 3/22/21 31 T23259579 J 1 3/22/21 32 T23259580 J3 3/22/21 33 T23259581 J5 3/22/21 34 T23259582 J5A 3/22/21 35 T23259583 J5B 3/22/21 36 T23259584 J5P 3/22/21 37 T23259585 J7 3/22/21 38 T23259586 RA 3/22/21 39 T23259587 RP 3/22/21 40 T23259588 KJ5 3/22/21 41 T23259589 KJ7 3/22/21 42 T23259590 KJB 3/22/21 43 T23259591 MV2 3/22/21 44 T23259592 MV3 3122/21 45 T23259593 MV4 3/22/21 46 T23259594 MV6 3/22/21 47 T23259595 PBA 3/22/21 48 T23259596 PBB 3/22/21 49 T23259597 PBC 3/22/21 50 T23259598 V4 3/22121 51 T23259599 V7 3/22/21 2 of 2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type oily Ply VEGA / oi59151 T23259549 77367 A HALF HIP - 1 1 Job Reference (optional) unau,ua,a Hu , ruR rro, ce, r'L -J4DOG, 0.40U5 Peu-IZZUZ I IVII IeK mousrres, Inc. Inu Iwar-in ii:UU:io ZUZ1 ragel ID:KIJpFKDtIVsP9p?iGePeGVyKlze-zjdy_ik7GIgVMH Inx01 fYgfLMgMAmb5L5nhpSTzZVm 9-0-0 12-4-0 14-0-0 19 4-9 24-9-3 30-1-12 35-6-11 40-11-9 46-8-0 4.9.4 4-2-12 3-4-0 1 &0 5 4-9 5 4-9 5-4-9 5-4-15 5-0-15 5-8-7 Scale = 1:83.6 4x10 = 3x5 = 5x6 = 3x4 I I 3x5 3x6 = 3x4 II 3x5 3x6 = 3x5 3x4 II = = = 6.00 12 4 5 28 6 29 30 7 8 9 31 10 32 11 12 13 33 14 '<<444mm" FAA i., ii lr�psmq M1, C5 '//to ft cxc — 19 17 - - C/ 4x5 = 23 22 21 5X = 3x4 II 16 15 4x8 = 3x4 I I 6x8 = 6x8 = 6x8 = 46-M LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.34 BC 0.49 WB 0.88 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.28 23-26 >522 240 -0.32 18-19 >999 240 0.06 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 278 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-21,10-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt . 7-20, 16-18, 13-15 5-22: 2x6 SP No.2 These truss designs are based upon the building code shown. This code has been specified by the project engineer/architect, REACTIONS. (size) 15=Mechanical, 2=0-8-0, 22=0-8-0 or building designer. The applicability of this code in any Max Horz 2=369(LC 12) particular jurisdiction should be confirmed with the building Max Uplift 15=-649(LC 12), 2=-463(LC 11), 22=-1901(LC 12) official prior to truss fabrication. This determination is not the Max Grav 15=1058(LC 22), 22=2517(LC 1) responsibility of the component/truss designer. This applies to all truss design drawings in this job. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-287/982, 3-4=541/1089, 4-5=-437/985, 5-6=-1172/1404, 6-7=-1161/1389, 7-9=-10591643, 9-10=-2130/1514, 10-11=-2096/1495, 11-13=-1390/980 BOT CHORD 2-23=-850/29, 22-23=-1580/1283, 6-20=-217/269, 19-20=246/438, 18-19=110511569, 10-1 8=-288/329, 15-16=-818/1061 WEBS 3-23=-344/681, 4-23=-650/450, 5-23=1562/1133, 5-22=1459/1663, 20-22=1803/1534, 5-20=-319/475, 7-20=2112/1630, 7-19=-682/1056, 9-19=840/766, 9-18=505/679, 16-18=-1155/1572, 11-18=305/475, 11-16=-633/560, 13-16=-326/625, 13-15=-1346/1042 I9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 9-0-0, Exterior(2) 9-0-0 to This item has been 15-7-3, Interior(1) 15-7-3 to 46-6-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically Signed and 3) Provide adequate drainage to prevent water ponding. sealed by ORegan, Philip, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this p will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 15, 463 lb uplift at signed and sealed and the joint 2 and 1901 lb uplift at joint 22. Signature must be Verified on any electronic copies. Philip J. O'Rogan PE No,56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Slid. Tampa FL 33610 Date: March 22,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�q�• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tyt 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 ANSM11 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 VEGA! Q59151 T23259550 77367 Al HALF HIP 1 1 Job Reference (optional) �.nauruers i cuss, run nerve, rL - o4VOZ, 0 .43U s reD IZ ZUZI ml I eK Inausines, Inc. I nu mar It1 I I:UU:lb ZUZI rage I ID:KIJpFKDtIVsP9p?iGePeGVyKlze-OIJ4cjm?Zg24DI1 Md8bM9SHoCuNMzzpnnkwT3ozZjVj r -2-0-0 , 5-9-0 11-0-0 r12-6-0140.0 19-49 249-3 30.1-12 35-6-11 40.11-9 46:M 2-0-0 ' S-9-01-0-05-0-9 5-0-15 5-0-15 Scale = 1:83.6 3x5 = 3x6 = 3x4 11 3x5 3x5 = 3x5 3x5 3x6 = 3x4 II 3x6 = 3x4 II = = = a nn F-19 4 5 29 6 30 31 7 8 9 32 10 33 11 12 13 34 14 i 10x10 = - - - 23 22 21 19 17 18 35 36 15 = = 4x5 —_ 3x4 II 3x4 II 5x8 3x4 II 6x8 6x8 = 6x8 = 14-0-0 i 5-94 1:2 4-0 12440 22-0-14 30: -12 38-3-2 468-0 S-9-0 6b-12 0. -0 FZ14 8-0-14 8-1-6 84-14 1-0 0 Id Plate Offsets (X,Y)-- [4:0-3-0,0-2-0], [18:0-2-0,0-2-12], [19:0-4-0,0-3-0] [20:0-4-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.13 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.29 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.09 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 18-19 >999 240 Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-21,10-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-20, 16-18, 13-15 REACTIONS. (size) 15=Mechanical, 2=0-8-0, 22=0-8-0 Max Horz 2=430(LC 12) Max Uplift 15=-721(LC 12), 2=485(LC 12), 22=-1652(LC 12) Max Grav 15=1149(LC 1), 2=258(LC 1), 22=2147(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/548, 3-4=-542/701, 4-5=-419/606, 5-6=-3141424, 6-7=-296/402, 7-8=-1316/979, 8-10=-1987/1508,10-11=-196611496,11-13=-1277/943 BOT CHORD 2-23=-760/3, 22-23=-760/3, 19-20=-717/885, 18-19=-1287/1657, 10-18=-292/332, 15-16=-764/962 WEBS 3-23=-418/256, 5-22=-1344/1049, 5-20=-337/614, 7-20=-1667/1281, 7-19=524/867, 8-19=-657/595, 8-18=-286/427, 16-18=1124/1465, 11-18=-386/525, 11-16=690/621, 13-16=-403l697, 13-15=-1339/1068, 3-22=-584/1221, 20-22=-699/510 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 11-0-0, Exterjor(2) 11-0-0 to 17-7-3, Interjor(1) 17-7-3 to 46-6-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This Item has been 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 5) Refer to girder(s) for truss to truss connections. Printed copies of this p 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 15, 485 lb uplift at joint 2 and 1652 lb uplift at joint 22. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.58126 MITek USA, Inc. FL Cart 6834 0904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 �— WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall q� �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing periVliTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSIITP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259551 77367 A2 HIP 1 1 Job Reference (optional) is iauwera nuaa, rm r ri—W, r� - ogaot, I5.43U 5 t-eD 12 ZUZI IVII I eK mctustrles, Inc. I nu Mar i6 i 1:UU:l / ZuZ1 rage i ID:KIJpFKDtIVsP9p?iGePeGVyKlze-sUtTg3ndK AxgvcZAs6biggOBHIViOvw00fObFzZjVi 2-0 0 6-9-4 12-3-11 1 19-7-3 26-2.6 32-9-10 39-4-13 46-0 0 4 8 0 2-0-0 6-9 4 5 6-7 0-8- 6-7-3 6-7-3 6-7-3 6-7-3 6-72 0-8- 3x8 = 6.00 F12 3x 3x5 I1 = 3x8 = 3x4 11 3x6 = 3x8 = 3x4 II I 5 6 29 7 8 30 9 31 10 11 12 Scale = 1:84.2 5x6 = 13 3x4 II 14 3x6 3x5 i 4 3 28 27 0 4x5 = 6-9-4 to 23 22 21 32 20 33 19 18 3417 35 3x4 II 6x8 = 3x6 3x4 II 3x8 = 3x6 = 3x4 II 39-4-13 16 36 15 37 4x8 = 6x8 = 46-M LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.36 BC 0.34 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.09 17-19 >999 360 -0.18 17-19 >999 240 0.04 15 n/a n/a 0.14 23-26 >999 240 PLATES GRIP MT20 244/190 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-22, 7-19, 10-19, 10-16, 13-16 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 15=Mechanical Max Horz 2=473(LC 12) Max Uplift 2=-471(LC 12). 22=-1659(LC 12), 15=-726(LC 12) Max Grav 2=332(LC 1). 22=2045(LC 1), 15=1260(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/373, 3-5=-664/611, 5-6=-306/350, 6-7=-428/459, 7-8=-1471/1039, 8-10=-1471/1039, 10-12=-1095/806, 12-13=-1095/806 BOT CHORD 2-23=-472/11, 22-23=-472/11, 20-22=607/930, 19-20=607/930, 17-19=-107511559, 16-17=-1075/1559 WEBS 3-23=-478/254, 3-22=-481/1087, 7-22=1776/1269, 7-20=0/341, 7-19=-643/790, 8-19=-343/390, 10-17=0/309, 10-16=662/428, 12-16=385/481, 13-16=-974/1387, 5-22=-597/738, 13-15=-1179/1074 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; ITCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 13-0-0, Exterior(2) 13-0-0 to 19-7-3, Interior(1) 19-7-3 to 46-0-0, Exterior(2) 46-0-0 to 46-6-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by ORegan, Philip, PE will fit between the bottom chord and any other members, with BCDL = 10.opsf, using a Digital Signature. 6) Refer to girder(s) for truss to truss connections. Printed copies S Of this p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471 lb uplift at joint 2, 1659 lb uplift at joint 22 and 726 lb uplift at joint 15.. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �1' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty Ply VEGA / Q59151 7Ar3 T23259552 77367 HIP 2 1 Job Reference (optional) d ors I cuss, Fort Pierce, FL -;m8z, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:19 2021 Page 1 ID: KIJ p F KDti VsP 9p?iG ePeGVyKlzeot? DF Ipurb Qe4Cm x I G83n5v I s5QyANv D U i87g7zZVg 6-7-4 12-8-0 , 15-0-0 21.5.8 27-11.0 33-3-5 36-7-11 44-0-0 46-8-0 ' 2-0-0 ' 6-7-4 ' 6-0-12 2-4-0 6-5-8 6-5-8 5-4-5 5-4.5 5-0-5 2-B-0 Sx8 = 6.00 12 4x8 i 6 31 4x8 3x4 II 45 = 3x6 = 3x5 = 3x5 = 5x6 = 7 8 932 10 33 11 12 25 Zv Ids —" " 6x8 = 3x6 3x6 = 6x8 = 4x5 = 3x5 = 3x6 II Scale = 1:86.5 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 15-M 6-7.4 I 12-4-0 124-0 21-SA 27-11-0 35-11-8 44-0-0 48-8-0 6•7-9 b-a-t2 0-410 24-0 6.5-8 6-5-8 Plate Offsets (X,Y)— [6:0-6-0,0-2-8][12:0-3-0,0-2-0],[19:0-5-8,0-4-0] [22:0-7-8 Ed e] [25:0-2-4 0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.11 17-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.25 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.07 25 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 19-20 >999 240 Weight: 319 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-10 cc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-23: 2x6 SP No.2, 8-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-6 cc bracing. WEBS 2x4 SP No.3 `Except WEBS 1 Row at midpt 6-20, 8-20, 17-19, 11-15 13-25: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 23=0-8-0, 25=Mechanical Max Horz 2=476(LC 12) Max Uplift 2=481(LC 12). 23=-1655(LC 12), 25=722(1_C 12) Max Grav 2=338(LC 21), 23=2042(LC 1). 25=11731LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-84/326, 3-5=873/897, 6-7=-1251/1006, 7-8=-1251/1006, 8-1 0=-1 808/1426, 10-11=-1326/1059,11-12=-475/439,12-13=-542/430,14-25=-1173/912,13-14=-1170/903 BOT CHORD 2-24=-560/53, 22-23=-1997/2084, 5-22=-1874/1693, 21-22=-765/687, 19-20=1345/1826, 15-17=-88511127 WEBS 3-24=-265/273, 22-24=-600/84, 3-22=768/1186, 5-21 =1 199/1497, 6-21 =1 113/998, 6-20=-1196/1507, 7-20=-387/484, 8-20=-738/590, 17-19=1129/1463, 10-19=230/351, 10-17=-566/513,11-17=-275/516,11-15=-1033/836,13-15=-746/995 NOTES- 1) Unbalanced roof live loads have been considered for this.design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 15-0-0, Exterior(2) 15-0-0 This item has been to 21-5-8, Interior(1) 21-5-8 to 44-0-0, Exterior(2) 44-0-0 to 46-5-4,zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. sealed by ORegan, Philip, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom Printed copies of this p will chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 2, 1655 lb uplift at signed and sealed and the joint 23 and 722 lb uplift at joint 25. signature must be verified on any electronic copies. Philip J. O'Regen PE No,68126 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �pp�a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �y� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Cdteda, 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 PlyVEGA / Q59151 T23259553 77367 A4 HIP ry 1 Job Reference o tional o.9ou s reo lL zuz l rvn l ex lnuus[nes, rno. i nu Mar to i i:UV:zu Luzl rage / ID: KIJpFKDtIVsP9p?iGePeGVyKlze-G3ZbS5pWcvYVhMK7s_fIKISTTVoYvmsMiMuhCZzZjVf ,-2-0-0, 6-7-4 11 0 17-0-0 22-5-8 27-Ill 34-11.8 42-0-0 46-8-0 2-0-0 ' 6-7 4 6-0-12 4-4-0 ri, 55 8 7-0 8 7-M 4 8-0 5x8 = 6.00 12 6 3x4 11 45 = 3x6 = 3x8 = 7 30 8 31 9 10 32 3x6- 6x8 = 4x5 = 3x5 = 3x6 II Scale = 1:86.5 5x6 = 11 Cc M a US 3x5 — 24 3x6 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 6-7-4 12-4-0 12 9-0 17-0-0 22-5-8 27.11-0 34-11 8 4211 46-8-0 6-7.4 5-8-12 0-4-0 4-4-0 5-5-8 5-5-8 7-0-8 7-0-8 4-8-0 Plate Offsets (X,Y)— [6:0-6-0,0-2-8], [11:0-3-0,0-2-0], [18:0-5-8,0-4-0[, [21:0-7-8 Edge], [24:0-2-4 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.08 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.17 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.05 24 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 23-27 >999 240 Weight: 324 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 cc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 5-22: 2x6 SP No.2, 8-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-1 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-19. 8-19, 10-14 12-24: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 24=Mechanical Max Harz 2=476(LC 12) Max Uplift 2=-519(LC 12), 22=1604(LC 12), 24=735(1_C 12) Max Grav 2=404(LC 21). 22=1955(LC 1), 24=1192(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-227/350, 3-5=723/668, 5-6=-648/499, 6-7=-1208/1061, 7-8=1208/1061, 8-10=-1575/1345, 10-11=-689/680, 11-12=-795/657, 13-24=-1192/961, 12-13=-1154/967 BOT CHORD 2-23=-621/148, 21-22=-1909/2016, 5-21 =-1 709/1620, 20-21=-544/542, 19-20=-349/533, 18-19=-1188/1581, 14-16=972/1267 WEBS 21-23=-645/179, 3-21=-686/1098, 5-20=-110211386, 6-20=-776/726, 6-19=-873/1075, 7-19=-316/406, 8-19=-558/447, 16-18=944/1212, 10-18=-300/419, 10-14=-891/681, 12-14=-727/965 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 17-0-0, Exterior(2) 17-0-0 This item has been to 23-7-3, Interior(1) 23-7-3 to 42-0-0, Exterior(2) 42-0-0 to 46-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by ORegan, Philip, PE 4) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads. ' using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this p will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 519 lb uplift at joint 2,1604 lb uplift at signed and sealed and the joint 22 and 735 lb uplift at joint 24. signature must be Verified on any electronic copies. Philip J. VRegan PE No.58126 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Iv111-7473 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 inr�dividual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly m poste this design Into the overall R �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �V tiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VELA / Q59151 I T23259554 77367 A5 HIP 2 1 Job Reference o tional Chambers truss, tort vierce, hL - 349U2, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:22 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-CSgMtnrmB WpDxgU WzpimpjXPWIRPNgAfAgNnHSzZjVd 2-0-0 , 12-8-0 19-0-0 23-5-8 27-11-0 33-11.8 40-0-0 46-M 2-0-0 ' 6-7-4 6 0 12 6 4-0 4-5-8 4-5-8 6-0-8 6-0 8 648-0 6.00 a2 5x6 = 3x5 = 3x4 II 3x6 = 3x8 = 5x6 — 6 7 28 8 929 10 30 11 3x6 7x8 = 45 = 3x5 = 3x6 II 19-0-0 27 Scale = 1:86.5 23 3x6 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 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 FBC2017ITPI2014 CSI. TC 0.64 BC 0.48 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wnd(LL) . in (loc) Udefl L/d -0.21 18-19 >999 360 -0.38 18-19 >999 240 0.04 23 n/a n/a 0.12 22-26 >999 240 PLATES GRIP MT20 244/190 Weight: 326 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 except end verticals. 5-21: 2x6 SP No.2, 8-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-19, 7-19, 10-16, 10-14 12-23: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 21=0-8-0, 23=Mechanical Max Horz 2=476(LC 12) Max Uplift 2=-545(LC 12). 21=1568(LC 12), 23=745(LC 12) Max Grav 2=451(LC 21). 21=1892(LC 1). 23=1258(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-328/438, 3-5=620/534, 5-6=-985/747, 6-7=8441767, 7-8=1410/1251, 8-1 0=-1 403/1250, 10-11=-862/854, 11-12=-9921811, 13-23=-1258/1004, 12-13=-1199/1018 BOT CHORD • 2-22=-671/236, 20-21=-1887/1955, 5-20=-1718/1555, 19-20=-366/413, 18-19=-865/1212, B-18=-279/321, 14-16=-887/1184 WEBS 20-22=-671/253, 3-20=-625/1053, 5-19=-1013/1327, 7-19=-733/669, 7-18=-297/473, 16-18=-847/1250,10-18=-214/374,10-14=-705/520,12-14=-697/952 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;,TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 19-0-0, Exterior(2) 19-0-0 This item has been to 25-7-3, Interior(1) 25-7-3 to 40-0-0, Exterior(2) 40-0-0 to 46-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by ORegan, Philip, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this p will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 2, 1568 lb uplift at signed and sealed and the joint 21 and 745lb uplift at joint 23. signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 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 upomparameters shown, 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 ANS)ITP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply=VEGAIT23259555 77367 A6 HIP 2 (optional) - - •--• - • •---"• • • •""'-•- "��"�o.- S ruu 14 4UZ I Nil I UK rnu Us[r1a5, Inc. I nu Mar l c 11:UU:29 ZUZ1 rage 1 ID:KIJpFKDtIVsP9p7iGePeGVyKlze-9go6lSsOg73xA ev5gkEU8cCg67KraHyd_suLLzZjVb 2-0-0 6-7 4 12-8-0 16-1%0 21-0-0 27-11-0 %1 11 38-0-0 41-11-12 46.3-0 2-0-0 6-7-4 6-0-12 4-2-0 4-2-0 6-11-0 5-0-8 5-0-8 3-11-12 4-3 4 5x8 = 6.00 12 3x5 = 3x4 11 3x6 = 5x8 = 829 930 10 11 31 Scale = 1:85.9 m 6 Za ru ..,._ „ — — 3x6 = 4x5 = 3x5 = 3x6 11 3x5 = 6-7-4 27-11-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.39 BC 0.39 WB 0.85 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.15 14-15 >999 360 -0.27 14-15 >999 240 0.04 14 n/a n/a 0.12 23-26 >999 240 PLATES GRIP MT20 244/190 Weight: 337 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- except end verticals. 5-22: 2x6 SP No.2, 8-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 8-19 WEBS 1 Row at midpt 6-21, 7-20, 7-19, 10-17, 11-15, 12-14 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 14=Mechanical Max Horz 2=486(LC 12) Max Uplift 2=-557(LC 12), 22=1542(LC 12), 14=-743(LC 12) Max Grav 2=477(LC 21), 22=1919(LC 17). 14=1363(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-386/474, 3-5=515/449, 5-6=-335/374, 6-7=-1125/952, 7-8=-1262/1212, 8-10=1255/1205, 10-11=-1117/1090, 11-12=-1086/952 BOT CHORD 2-23=-697/288, 21-22=-1955/1896, 5-21=-360/364, 20-21=-4691763, 19-20=614/1051, 8-19=-361/455, 15-17=-581/867, 14-15=-502/656 WEBS 21-23=-708/323, 3-21=-581/1037, 6-21=-1608/1373, 6-20=-335/574, 7-20=252/327, 7-19=-494/558, 17-19=-74011068, 10-19=-218/391, 10-17=-557/536, 11-17=-410/514, 11-15=-254/201, 12-15=-1761551, 12-14=-1276/1002 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-6-11, Interior(1) 2-6-11 to 21-0-0, Exterior(2) 21-0-0 to 27-6-8, Interior(1) 27-6-8 to 38-0-0, Exterior(2) 38-0-0 to 44-6-8, Interior(1) 44-6-8 to 46-1-4 zone; 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 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. Sealed by ORegan, Philip, PE 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer Printed copies of this p to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 2, 1542 lb uplift at document are not considered joint 22 and 743 lb uplift at joint 14. signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Con 6634 0904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon,parameters shown, and is for an Individual building component, not Eva I' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criferla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / 059151 T23259556 77367 A7 PIGGYBACK BASE 5 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 M7i ek Industries, Inc. Thu Mar 18 11:00:25 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-dl MUVotfRRBoo7D5eXFT1 M9N W WTYal Y6sebRunzZiVa 2-0-0, 6-74 12-8-0 16-10-0 21-0-0 27-111 32-11.1 38-0-0 41-11-12 46-3-0 2-0-0 ' 6-7 4 6-0-12 4-2-0 4-2-0 6-11-0 5 0 8 5-0-8 3-11-12 4-3 4 0 5x8 = 6.00 12 3x5 = 3x4 II 3x5 = 5x8 = 829 930 10 11 31 23 21 — — 3x6 = one = 4x5 = 3x5 = 3x6 If 3x5 = Scale = 1:85.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TIC 0.40 BC 0.39 WB 0.85 Matrix -MS DEFL. in (loc) I/dell Lid Vert(LL) -0.15 14-15 >999 360 Vert(CT) -0.27 14-15 >999 240 Horz(CT) 0.04 14 n/a n/a Wind(LL) 0.12 23-26 >999 240 PLATES GRIP MT20 244/190 Weight: 337 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' except end verticals. 5-22: 2x6 SP No.2, 8-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 8-19 WEBS 1 Row at midpt 6-21, 7-20, 7-19, 10-17, 11-15, 12-14 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 14=Mechanical Max Horz 2=486(LC 12) Max Uplift 2=-557(LC 12), 22=1542(LC 12), 14 L 743(LC 12) Max Grav 2=477(LC 21), 22=1919(LC 17), 14=1364(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-386/474, 3-5=514/449, 5-6=-335/374, 6-7=-1125/952, 7-8=1263/1212, 8-10=-1255/1205,10-11=-111811090,11-12=-1086/950 BOT CHORD 2-23=-697/288, 21-22=-1955/1896, 5-21=-360/364, 20-21=-470/764, 19-20=-614/1052, 8-19=-361/455, 15-17=-581/868, 14-15=-498/650 WEBS 21-23=-708/323, 3-21=-581/1037, 6-21=-1608/1373, 6-20=-335/574, 7-20=252/327, 7-19=-494/558, 17-19=-740/1068, 10-19=-218/391, 10-17=-557/535, 11-17=410/514, 11 -1 5=-254/205, 12-15=-181/556, 12-14=-1276/1005 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-6-11, Interior(1) 2-6-11 to 21-0-0, Exterior(2) 21-0-0 to 27-6-8, Interior(1) 27-6-8 to 38-0-0, Exterior(2) 38-0-0 to 44-6-8, Interior(1) 44-6-8 to 46-1-4 zone; 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 3) Provide adequate drainage to prevent water ponding. Ielectronically signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by ORegan, Philip, PE 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer lp Printed copies of this to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 2, 1542 lb uplift at document are not considered joint zz and 743 lb uplift at joint 14. signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2021 ® 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 Not building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 VEGA / Q59151 T23259557 77367 ATD ATTIC 7 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:26 2021 Page 1 ID:KIJpFKD11VsP9p?iGePeGVyKlze-5Dwsj8uHCIJfPHoff CEmiZZiPSwgNJYTF51L?QDzZjVZ 2-0-0 4-0-5 �6 6 4 8-11-11 9-7-8 10-8-0 11 8-8 12-4-5 14-9-12 17-3-12 20-5-0 2-0-0 ' 4-0-5 ' 2-5-15 2-5-7 -7-1 1-0-8 1-0-8 -7-1� 2-5-7 2-6-0 Scale = 1:37.2 4x6 = 4x4 = 4x4 = 5 7 2x3 11 23 14 24 3x4 I1 2x3 11 6.00 12 8 4 24 2x3 -i 3 9 44 10 11 22 2 Ia 1 13 12 3x4 = 6x8 = 3x4 = 3x8 I I 6-6-4 14-9-12 20-5-0 6-6-4 8-3-8 5-7-4 Plate Offsets (X,Y)— [2:0-0-4,Edge], [5:Edge,0-4-8]7:Edoe,0-4-8], [11:0-4-12,0-0-6] [13:0-3-8[Ed e] 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 0.96 Vert(LL) -0.55 12-13 >443 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.92 12-13 >267 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.29 12-13 >832 240 Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 A 1-8-14 REACTIONS. (size) 11=Mechanical, 2=0-8-0 Max Horz 2=247(LC 11) Max Uplift 11=-408(LC 12), 2=607(1_C 12) Max Grav 11=984(LC 19), 2=1089(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1881/859, 3-4=-1590/718, 4-5=1208/677, 5-6=-284/852, 6-7=-248/828, 7-8=-1233/714, 8-9=-1494/730, 9-11 =1 6051828 BOT CHORD 2-13=-730/1814, 12-13=-443/1298, 11-12=-636/1347 WEBS 3-13=-620/360, 4-13=-1201725, 5-14=-2193/1092, 7-14=2193/1092, 8-12=77/550, 9-12=-260/241 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132m0h; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Interior(1) 13-8-0 to 20-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This Item has been 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically signed and 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8. 5-14, 7-14 sealed by ORegan, Philip, PE 6) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 using a Digital Signature. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 408 lb uplift at joint 11 and 607 lb uplift Printed copies of this p at joint 2. document are not considered 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Signed and Sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway„Suhe 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply VEGA / Q59151 ' T23259556 77367 JTruss B HALF HIP 1 1 Job Reference (optional) unamoers truss, ron rlerce, rL - 34y0Z, 6.43U S reD 12 ZUZ1 MI I eK Industries, Inc. I nu Mar 16 11:UU:2( 2UZ1 Page 1 ID:KIJpFKDtlVsP9p?iGePeGVyKize-ZPUFwUvvz2RW1 RNUmyHx6nEiRJ8n2wPOJy4Yyf7ZjVY -2-0 0 , 6-0-0 9-0-0 16-7-7 24-1-2 31 6-14 39-0-9 46 8-0 2-0-0 6-0-0 3-0-0 7-7-7 7-5 11 7-5-11 7-5-11 7-7-7 I 5x8 = 3x4 II 3x6 = 3x8 = 6.00 12 - _ 4 25 26 5 6 7 3x4 II 3x6 = 3x10 = 27 8 9 10 28 Scale = 1:82.2 18 a io 15 tv ]o 12 4x5 = 3x6 II 4x6 = 5x14 — 3x4 11 3x8 — 3x4 II 6x8 = 4x6 = 6-0-0 , 9-0-0 , 16-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 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) 12=Mechanical, 2=0-8-0, 20=0-8-0 Max Horz 2=369(LC 12) Max Uplift 12=-863(LC 12), 2=684(LC 22), 20=1826(LC 12) Max Grav 12=1377(LC 1), 2=108(LC 12), 20=2652(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1426/1799, 4-5=-1858/1483, 5-7=1858/1483, 7-8=2771/2100, 8-10=2771/2100 BOT CHORD 2-20=-1562/1072,19-20=-1562/1072,16-17=-2113/2761,14-16=-2113/2761, 13-14=-1441/1889,12-13=1441/1889 WEBS 3-20=-2510/2055, 3-19=-1553/2124, 4-19=-1393/1192, 4-17=-1720/2238, 5-17=-440/541, 7-17=-1064/770, 7-16=0/297, 8-14=-396/448, 10-14=-793/1033, 10-13=0/324, 10-12=-2178/1657 39-0-9 46-8-0 in (loc) Udefl Ud PLATES GRIP -0.22 14-16 >999 360 MT20 244/190 -0.44 14-16 >999 240 0.07 12 n/a n/a 0.33 14-16 >999 240 Weight: 264 lb FT = 20% Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals. Rigid ceiling directly applied or 5-0-15 oc bracing. . 1 Row at midpt 4-17, 7-17, 10-14, 10-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 9-0-0, Exterior(2) 9-0-0 to 15-7-3, Interior(1) 15-7-3 to 46-6-4 zone; porch left exposed;C-,C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. Sealed by ORegan, Philip, PE 6) Refer to girder(s) for truss to truss connections. using a Digital al Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 863 lb uplift at joint 12, 684 lb uplift at 2 1826 lb i Printed copies of this p joint and uplift at joint 20. document are not considered signed and sealed and the signature must be verified on any electronic copies. PhilipJ. VRegan PE No,58126 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �A a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ifY�e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw 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 ANS11TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 I T23259559 77367 B1 HALF HIP 1 ]Job Reference o tional �namuerb I rubs, rurt rierce, rr-- 04y04, tl.49U s t-eD I ZUZI MI I eK Inaustnes, Inc. I nu Mar It1 I T:Uu:zki ZUZ1 rage 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-Vob?LAw9VghEGIWstNKPBCK2g7pcWofhnGZfl YzZjV W -21-0 , 6 0 0 11-0-0 18-2-10 25 3-9 321 39-5-6 46-8-0 '7-2-10 7-0-14 7-2-10 5x8 = 3x4 I I 4 26 27 528 Scale = 1:82.2 3x8 = 46 = 3x6 = 3x4 II 3x10 = 3x4 ll 6 7 29 308 g 10 31 11 4x5 i 3 25 X_ X, X 24E 20 19 32 18 17 4x5 = 3x6 II 4x5 = 3x6 = 4x10 = 18-2-10 25-3-9 33 16 34 15 14 35 13 36 12 3x4 II 3x8 = 3x4 II 6x8 = 3x6 = LOADING (psf) TCLL 20.0 TCDL , 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.45 BC 0.45 WB 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) Udefl L/d -0.16 14-16 >999 360 -0.32 14-16 >999 240 0.07 12 n/a n/a 0.25 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 268 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 1 Row at midpt 4-17, 6-17, 6-14, 10-14, 10-12 REACTIONS. (size) 12=Mechanical, 2=0-8-0, 20=0-8-0 Max Horz 2=430(LC 12) Max Uplift 12=-895(LC 12), 2=-41O(LC 18), 20=-1631(LC 12) Max Grav 12=1432(LC 17), 20=2336(LC 17) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1021/1224, 34=-903/541, 4-5=1977/1581, 5-6=-1977/1581, 6-8=-2351/1789, 8-10=-2351/1789 BOT CHORD 2-20=-1020/613, 19-20=-1020/613, 17-19=-629/756, 16-17=-1920/2530, 14-16=-1920/2530, 13-14=-118711580, 12-13=1187/1580 WEBS 3-20=-2301/1909, 3-19=-1448/2022, 4-19=-890/817, 4-17=-1221/1606, 5-17=-419/515, 6-17=-7251458, 6-16=0/299, 8-14=374/423, 10-14=-788/1012, 10-13=0/315, 10-12=-198611487 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-7-3, Interior(1) 2-7-3 to 11-0-0, Exterior(2) 11-0-0 to 17-7-3, Interior(1) 17-7-3 to 46-6-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This Item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by ORegan, Philip, PE will fit between the bottom chord and any other members, with BCCL=10.0psf. using a Digital Signature. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 895 lb uplift at joint 12, 410 lb uplift at Printed copies of this p joint 2 and 1631 lb uplift at joint 20. document are not Considered signed and sealed and the signature must be verified on any electronic copies. PhilipJ. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 A 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII 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 oty Ply VEGA/059151 T23259560 77367 B2 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:30 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-z_9NYWxnGzp5uv52R4rekPsEXX9GFGEr?wJCZ_zZj W -2-0-0 6-7-4 12-8-0 13 -0 20-5-8 27-11.0 33-11-5 39-11-11 46-0-0 46 -0 2.0-06-0-12 0-0-0 7-5-8 7-5-8 6-0-5 6-0-5 6-0--5 0- -0 3x4 II 6.00 12 5x12 i 3x5 = 3x6 = 3x5 — 3x63x5 —_ 3x4 11 5 6 28 29 7 8 9 30 10 11 12 31 13 44 4I 23 3x6 I I 4x5 = 3x5 = 5-8-0 6-7-4 9-2-0 . 12-8-0 3x6 = 6x10 = 46-3-0 Scale = 1:84.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.15 16-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.34 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.21 18-19 >999 240 Weight: 276 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, BOT CHORD 2x4 SP M 30 'Except- except end verticals. 5-21: 2x6 SP No.2, 8-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-19, 7-18, 16-18, 12-14 13-14: 2x4 SP M 30 REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-8-0, 14=Mechanical, 23=0-3-8. (lb) - Max Horz 2=490(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 2=240(LC 12), 21=-1373(LC 12), 22=-150(LC 22), 14=-705(LC 12), 23=-376(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 2, 23 except 21=2074(LC 1), 21=2074(LC 1), 22=288(LC 10), 14=1126(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-532/457, 4-5=953/1212, 5-6=1125/955, 6-7=-1170/947, 7.8=-2013/1550, 8-10=-1981/1528,10-12=-1390/1010 BOT CHORD 2-23=-336/101, 22-23=-336/101, 20-21=-2022/1752, 5-20=-196211696, 19-20=-1089/768, 18-19=-947/1170,8-18=-364/411,14-16=-852/1083 WEBS 4-22=-49/338, 20-22=-317/76, 4-20=724/633, 5-19=-1876/2484, 7-19=-900/868, 7-18=-739/974, 16-18=-1208/1531, 10-18=-272/355, 10-16=-596/585, 12-16=-345/625, 12-14=-1393/1102 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-6-11, Interior(1) 2-6-11 to 13-0-0, Exterior(2) electronically signed and 13-0-0 to 19-6-8, Interior(1) 19-6-8 to 46-1-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; sealed by ORegan, Philip, PE Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Dial Si using a Digital Signature. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.copies Printed this 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Dpsf. signed and sealed and the 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 2, 137316 uplift at si signature must be verified joint 21, 150lb uplift at joint 22, 705 lb uplift at joint 14 and 376ilb uplift at joint 23, an electronic y copies. PhilipJ. O'Rogan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �1• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply VEGA / Q59151 T23259561 77367 C Common 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:31 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-RAjlmsyPlHxxWLgF?oM1GdPQJxZM_nK Ea2m5RZ2jVU 5-2-12 10-2-0 15-1-4 20-4-0 5-2-12 4-11 4 4-11-4 5-2-12 3x4 4x4 = 10 6 3x4 = M= 3x4 = 6x8 = 6x8 = T N Scale = 1:44.0 O-Q-0 6-10-8 13-5-8 20-4-0 0- �6 6-10-2 6-7-0 6-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0:07 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 7-9 >999 240 Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 10=0-5-8, 6=0-5-8 Max Horz 10=-209(LC 10) Max Uplift 10=-462(LC 12), 6= 462(LC 12) Max Grav 10=742(LC 1), 6=742(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-750/730, 34=751/733 BOT CHORD 9-10=-445/753, 7-9=-284/577, 6-7=-444/629 WEBS 3-7=-192/327, 3-9=187/323, 2-10=799/577, 4-6=-797/573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 13-2-0 to 20-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 10 and 462 lb uplift at joint 6. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. URegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 A 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 MiTekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability bf design parameters and properly incorporate this design into the overall Val building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/l Quality Chiterla, 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 I Q59151T2325956277367 C1 COMMON 2 1b rGA Reference (optional) uss, inc., ron vierce, FL 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Mar 22 10:16:15 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-?DOOAwX??TOsF47pasR C9?gIZ86sSnSGp2MUXzYQfE -2-0-12 5-2-6 10-1-4 15-0-2 20-2-8 22 3-4 2 0 12 ' 5-2� 4-10-14 4-10-14 5-2 6 2-0-12 4x4 = m NN 6x8 = 3x6 = 3x4 = 6x8 = 3x4 = 10-0 Scale: 3/16"=1' LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.07 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.09 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES I WB 0.68 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(ILL) 0.02 9-11 >999 240 Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=86010-5-2, 8=860/0-4-12 Max Horz 12=-407(LC 10) Max Uplift 12=-651(LC 12). 8=651(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) oe less except when shown. TOP CHORD 3-14=-721/673, 4-14=-690/684, 4-15=-690/684, 5-15=-721/673, 2-12=-310/553, 6-8=309/553 BOT CHORD 11-12=-388/781, 10-11=-220/614, 10-17=-220/614, 17-18=-220/614, 9-18=-220/614, 8-9=-319/628 WEBS 4-9=-204/315, 4-11=-204/315, 3-12=782/480, 5-8=-782/480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-9 to 0-10-7, Interior(1) 0-10-7 to 10-1-4, Exterior(2) 10-1-4 to 13-1-4, Interior(1) 13-1-4 to 22-4-1 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 651 lb uplift at joint 12 and 651 lb uplift at joint 8. LOAD CASE(S) Standard This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 Miiek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITE 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 verity the applicability'of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Miiek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fP/f Quality Criteria, DSB-89 and BCSI Building Component 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 GI Q59111T23259563 ]—VrA 77367 C2 HIP 2 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.430 s Nov 30 2020 MTek Industries, Inc. Mon Mar 22 10:17:54 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlzecGtSymk6huVpdlBgt9iCj2ckdTwgYLg11 iW5SIzYQdh 2-0-12 4-7-6 8-114 11-3-4 15-6-0 20-3-4 22-3-4 2 0.12 4-7-6 4314 2-0-0 4-2-12 4-9-4 2-04 Scale = 1:43.6 4x8 = 4x5 = 12 11 lu 6x8 = 3xB = 3x4 II 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 FBC2017rrP12014 CSI. TC 0.67 BC 0.40 WE 0.21 Matrix -MS DEFL. in Vert(LL) -0.13 Vert(CT) -0.26 Horz(CT) 0.00 Wtnd(LL) -0.03 (loc) I/deft Ud 9-15 >831 360 9-15 >415 240 9 n/a n/a 9-15 >999 240 PLATES GRIP MT20 2441190 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 5-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=805/0-8-0, 7=416/0-8-0, 12=503/0-5-2 Max Horz 12=-348(LC 10) Max Uplift 9=-424(LC 12). 7=411(LC 12), 12=-459(LC 12) Max Grav 9=805(LC 1), 7=429(LC 18), 12=527(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-179/304, 6-17=-291/307, 7-17=291/291, 2-12=-296/532 BOT CHORD 11-12=-147/332 1 WEBS 3-11=-229/320, 4-11=-252/251, 9-11=10/317, 4-9=-363/418, 6-9=382/439, 3-12=-269/200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-9 to 0-10-7, Interior(1) 0-10-7 to 8-11-4, Exterior(2) 8-11-4 to 15-7-15, Interior(1) 15-7-15 to 22-4-1 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 9, 411 lb uplift at joint sealed by ORegan, Philip, PE 7 and 459 lb uplift at joint 12. using a Digital Signature. LOAD CASE(S) Standard Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. PhilipJ. VRegan PE No.58126 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/ 1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �-G�•t"iJ�YC�Oq! -.Y�' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �p A� tyt 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 ANSUP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply VEGA / Q59151 T23259564 77367 D Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:34 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-slPuOt_IJCJWJW ggwwauF1sO8a7BEcQwYHQilzzjVR -2-0-0 7-0-0 14-4-0 20.5-0 2-0-0 7-0-0 74-0 6-1-0 4x8 = 3 15 16 17 4x6 = Scale = 1:37.6 8x10 = Io 7-0-0 144-0 20-5-0 ' 7-0-0 74-0 6-1-0 Plate Offsets (X,Y)—[3:0-5-4,0-2-01,[4:0-3-8,0-2-01,[6:Edoe;0-6-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.05 9-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 9-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Hcrz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.09 9-12 >999 240 Weight: 97 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 7-9-8 oc bracing. REACTIONS. (size) 2=0-8-0, 6=Mechanical Max Horz 2=169(LC 11) Max Uplift 2=-652(LC 12), 6=457(LC 12) Max Grav 2=867(LC 1), 6=744(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12101991, 3-4=-940/904, 4-5=-1111/909, 5-6=-6831654 BOT CHORD 2-9=-787/1014, 7-9=-787/1021, 6-7=2951285 WEBS 3-9=4/299, 4-7=0/256, 5-7=-395/671 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-0-0, Exterior(2) 7-0-0 to 11-2-15, Interior(1) 11-2-15 to 14-4-0, Exterior(2) 14-4-0 to 18-6-15, Interior(1) 18-6-15 to 20-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing jplate capable of withstanding 652 lb uplift at joint 2 and 457 lb uplift at electronically signed and joint 6. sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Iv111-7473 rev. 5/192020 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 ■ al, building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V�iTek� is always required for stability and to prevent collapse with possible personal,injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259565 77367 D1 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:35 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-KyzGcD?w4WRN?g_OEdRpRTZ4sYtxwg?a9COzECgjVQ -21-0 4-9-4 9-0-0 12-4-0 16-6-12 205.0 ' 2-0-0 ' 4-9-4 ' 4-2-12 , 3-4-0 4-2-12 3-10-4 3 9-M 4x4 = 4x5 = Scale = 1:37.6 0 6 h 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 YES Code FBC2017frP12014 CSI. TIC 0.41 BC 0.39 WB 0.34 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Ud -0.14 11-14 >999 360 -0.28 11-14 >856 240 0.03 8 n/a n/a -0.12 11-14 >999 240 PLATES GRIP MT20 244/190 Weight: 101 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 7-5-0 oc bracing. REACTIONS. (size) 2=0-8-0, 8=Mechanical Max Harz 2=211(LC 11) Max Uplift 2=-652(LC 12), 8=-457(LC 12) Max Grav 2=872(LC 17), 8=748(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-126011103, 3-4=-980/849, 4-5=-8261843, 5-6=-971/872, 6-7=-298/185 BOT CHORD 2-11=-957/1229, 9-11=-554/876, 8-9=770/924 WEBS 3-11=-406/457, 4-11 =-1 19/299, 6-9=193/321, 6-8=-864/829 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-0-0, Exterior(2) 9-0-0 to 16-7-15, Interior(1) 16-7-15 to 20-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with, BCDL = 10.Opsf. This item has been 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 2 and 457 lb uplift at electronically signed and joint8. sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND IN MITEK REFERENCE PAGE MII-7473 rev. 5I19/2020 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 vedfylhe applicability of design parameters and properly Incorporate this design into the overall �e building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259566 77367 D2 Half Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:36 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlzeoBWepZOYrpZEcgZCoLy2zg6H 1 yGtf3ajOsmXmezZjVP -2-0-0 5-7-4 10-8-0 15-10-13 21-1-10 2-0-0 5-7.4 5-0-12 5-2-13 5-2-13 Scale = 1:40.1 4x8 = 24 II SX10 = 19 20 5 4x6 = 3%9 — cne II JXY — JXo — Jx4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.31 BC 0.22 WB 0.64 Matrix -MS DEFL. in Vert(LL) -0.03 Vert(CT) -0.07 Horz(CT) -0.03 Wind(LL) 0.05 (loc) I/defl L/d 11 >999 360 9-11 >999 240 16 n/a n/a 9-11 >999 240 PLATES GRIP MT20 244/190 Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-10 oc bracing. OTHERS 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 16=0-5-8 Max Horz 2=419(LC 12) Max Uplift 2=-625(LC 12), 16=496(LC 12) Max Grav 2=894(LC 17), 16=741(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1337/922, 3-4=-909/690, 4-5=572/497, 5-6=-572/497 BOT CHORD 2-11=-1120/1211, 9-11=-1120/1211, 8-9=-716/765 WEBS 3-9=-518/466, 4-9=197/366, 4-8=-310/314, 5-8=-309/366, 6-8=-678/778, 6-16=-744/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-8-0, Exterior(2) 10-8-0 to 14-10-15, Interior(1) 14-10-15 to 20-6-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This Item has been 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically Signed and 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify sealed by ORegan, Philip, PE capacity of bearing surface. using a DiDi Si Digital Si Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 2 and 496 lb uplift at r Printed copies this p joint 16. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.68126 MiTek USA, Inc. FL Cert 6834- 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10I-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 FIVE 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 ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply / Q59151T23259567 77367 E Common 1 1 [VE—GA b Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:37 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-GK400vOAc7i5Ez8P L2TH WufSnLcKOeLtd W V4J4zzjVO -2-0-0 6-4-0 11-9-0 ' 2-0-0 ' 64-0 5-5-0 4x5 = 3 Scale: 1/2"=l' I6 6-4-0 5-5-0 Plate Offsets (X,Y)— 15:0-5-11,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.04 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.09 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.09 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.06 6-9 >999 240 Weight: 46 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 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 5=Mechanical Max Horz 2=154(LC 11) Max Uplift 2=-458(LC 12), 5=247(1_13 12) Max Grav 2=548(LC 1), 5=416(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-523/450, 34=522/486, 4-5=-356/434 BOT CHORD 2-6=-304/405, 5-6=304/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-4-0, ExterionI 6-4-0 to 9-4-0, Interior(1) 9-4-0 to 11-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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 458 lb uplift at joint 2 and 247 lb uplift at joint 5. electronically signed and sealed by DRegan, Philip, 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. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7470 rev. 5119I2020 BEFORE USE, R Design valid for use only with MiTek® connectors. This design is based only; upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall i�r'Yia building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Crftoda, 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 VEGA / 059151 T23259568 77367 E1 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:37 2021 Page 1 I D:KIJpFKD11VsP9p?iGePeGVyKlze-GK400vOAc7i5Ez8P L2TH WUfRbLc5OaRtd VW4J4zZjVO -2-0-0 64-0 11-9-0 ' 2-M ' 6-4-0 5-5-0 3 4x8 = 12 13 6-4-0 11-9-0 ' 64-0 5-5-0 Scale: 12"=1' 3x4 11 Plate Offsets (X,Y)— [3:0-5-4,0-2-0) 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 0.33 Vert(LL) -0.03 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.07 6-9 >999 240 Weight: 57 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 9-8-7 oc bracing. REACTIONS. (size) 2=0-8-0, 5=Mechanical Max Horz 2=288(LC 12) Max Uplift 2=-434(LC 12), 5=276(LC 9) Max Grav 2=551(LC 17), 5=419(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-540/413 BOT CHORD 2-6=-498/432, 5-6=499/440 WEBS 3-6=-12/268, 3-5=502/562 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-4-0, Exterior(2) 6-4-0 to 10-6-15, Interior(1) 10-6-15 to 11-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 2 and 276 lb uplift at joint 5. electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE F011-7473 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 MW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply VEGA / Q59151 T23259569 77367 E2 Half Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:38 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-kXePEF1oNRgys7jbvm W25BdXlx073QOrAFerXzZjVN -2-0-0 4-54 8-4-0 12-3-4 2-0-0 4-5-4 3-10-12 3-114 4x4 = 5x8 = 3 3x6 = 12 0 Y Scale = 1:29.7 84-0 12-34 84-0 3-114 Plate Offsets (X,Y)— [2:Edge,0-0-41, [5:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.08 7-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.17 7-11 >880 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017lrPl2014 Matrix -MS Wind(LL), -0.02 7-11 >999 240 Weight: 71 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 8-9-13 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Horz 2=349(LC 12) Max Uplift 2=-427(LC 12), 12=-292(LC 12) Max Grav 2=576(LC 17), 12=420(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-636/489, 34=381/249, 4-5=-303/304 BOT CHORD 2-7=-697/603 WEBS 3-7=-345/434, 5-7=-426/431, 5-12=-422/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 8-4-0, Exterior(2) 8-4-0 to 11-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip IDOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI1TPI 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 427 lb uplift at joint 2 and 292 lb uplift at sealed by ORegan, Philip, PE joint 12. 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. Philip J. O'Regan PE No.68126 MiTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 22,2021 A WARNING -Venfy 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 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 iw iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259570 77367 E3 Half Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:39 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-gCnRb2RBkypTH HnTTV IbJkoG9lhsQx94p_BNzzZjVM 2-0-0 5-5-4 10-4-0 12-3-4 2-0-0 5-5-4 4-10-12 1-11-4 5x6 = 6x8 II 3 Scale = 1:33.9 Plate Offsets (X,Y)— [2:0-0-4,Edge], [4:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.31 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.03 7-11 >999 240 Weight: 76 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 9-6-4 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Horz 2=409(LC 12) Max Uplift 2=-404(LC 12), 12=-316(LC 12) Max Grav 2=576(LC 17), 12=447(LC 17) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-650/316, 3-4=710/553, 6-8=-503/441,'5-8=-503/441 BOT CHORD 2-7=-595/602 WEBS 3-7=-351/487, 4-6=398/537, 4-7=-613/678, 5;12=-449/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-4-0, Exterior(2) 10-4-0 to 11-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify This Item has been capacity of bearing surface. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 lb uplift at joint 2 and 316 lb uplift at sealed by ORegan, Philip, PE joint 12. 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bill-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only wish 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 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 ANSI/TP11 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 Qty Ply VEGA / Q59151 T23259573 77367 GR6 Roof Special Girder 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:43 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKIze5URIHy5xCzSEqubYiJahl9vJhmbBoE51?RyO WkzZjVI 5-2-0 10.0-9 14-11-1 19-9-10 20-3-10 5-2-0 4-10-8 4-10-8 4-10-9 6 5x8 = 2x3 II 3x8 = 3x6 = 2x3 11 13 s 4 14 5x12 MT18HS II 10x10 = "'"'"`" _"'" —"""`" WO II 10x10 = HUS26 HUS26 5-2-0 10-0-9 14-11-1 20-3-10 ' 5-2-0 4-10-8 4-10-8 54-9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 TCDL 7.0 Lumber DOL 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr NO WB 0.59 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 1-11,3-11,3-8,6-8: 2x4 SP M 30, 6-7: 2x8 SP 240OF 2.0E DEFL. In (too) I/deft L/d Vert(LL) 0.15 9-11 >999 240 Vert(CT) -0.18 9-11 >999 240 Horz(CT) 0.03 7 n/a n/a Scale = 1:35.5 5x8 = 4x10 11 HUS26 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 314 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 12=0-5-8, 7=0-5-8 Max Uplift 12=-4042(LC 4), 7=4325(LC 5) Max Grav 12=6387(LC 1), 7=6819(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-5753/3678, 1-2=-5814/3668, 2-3=-5814/3668, 3-5=5553/3504, 5-6=5553/3504, 6-7=-5338/3420 BOT CHORD 9-11=-4600/7288, 8-9=-4600/7288 WEBS 1 -11 =-5079/8054, 2-11=-264/326, 3-11=-2087/1350, 3-9=1778/3010, 3-8=-2595/1581, 5-8=-253/319, 6-8=-4718/7481 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, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4042 lb uplift at joint 12 and 4325 lb uplift at joint 7. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalerit spaced at 2-0-0 oc max. starting at 2-4-6 from the left end to 19-2-14 to connect truss(es) to back face of bottom chord. 10) 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 This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Rogan PE No.58126 Miiok USA, Inc. FL Cart 8634 6904 Parke Eant Blvd. Tampa FL 33810 Date: March 22,2021 e ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MATEY. REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall lat 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 ANSt?P11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259573 77367 GR6 Roof Special Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:43 2021 Page 2 ID: KIJpFKDtIVsP9p?iGePeGVyKIzeSU RIHy5xCzSEqubYiJahl9vJhmbBoE51?Ry0 WkzZjVI LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=54, 7-12=20 Concentrated Loads (lb) Vert: 15=-1186(B)16=-1186(B)17=-1186(B)18=-1186(B)19=-1186(B) 20=-1186(B)21=-1189(B)22=1172(13)23=-1153(B)24=-1106(B) ® 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPH Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / 059151 T23259572 77367 GR5 Half Hip Girder 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:42 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-dluv4c4JRfKOKIOM8c3SDxMFiMKv3mhcmnDr 1z2jVJ -2-0-0 7-1-8 8-2-13 12-1-0 1 -5 2-0-0 7-1-8 1-1-5 3 10-3 -4 3 4x8 i Scale = 1:38.6 5 4x6 = n u5 4x8 = 9 5x10 = o v , 11 11 ..,,o — max,,, THDH28-2 HUS26 HUS26 LOADING (psf) TOLL 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 Cade FBC2017rrPI2014 CSI. TC 0.56 BC 0.18 WB 0.66 Matrix -MS DEFL. In (lac) Vdefl Ud Vert(LL) 0.08 8-12 >999 240 Vert(CT) -0.08 8-12 >999 240 . Horz(CT) -0.00 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 218 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 2x8 SP 240OF 2.0E 'Except' except end verticals. 5-6: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 5-10,3-8: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 10=0-5-4 Max Horz 2=454(LC 21) Max Uplift 2=-1819(LC 8), 10=-3637(LC 8) Max Grav 2=2206(LC 1), 10=4651(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4133/3249, 3-4=-3345/2665, 6-10=-784/1285, 9-10=3133/2667 BOT CHORD 2-8=-3123/3628, 7-8=-3056/3556 WEBS 3-8=-2020/2123, 3-7=-2007/1983, 4-7=2864/3462, 7-9=2691/3182, 4-9=-3754/3130 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: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-7-0 oc. 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 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. This item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Printed copies of this p capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1819 lb uplift at joint 2 and 3637 lb uplift document are not considered at joint 10. signed and sealed and the 8) Use USP THDH28-2 (With 36-16d nails into Girder & 10-16d nails into Truss) or equivalent at 7-1-8 from the left end to connect signature must be verified truss(es) to front face of bottom chord. on any electronic copies. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. Philip J. O'Regan PE No.68126 10) Fill all nail holes where hanger is in contact with lumber. MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: March 22.2021 ' e e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE trill-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 �e 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259571 77367 GR4 Half Hip Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:412021 Page 1 ID: KIJpFKDIIVsP9p7iGePeGVyKlze-96KXsH4hgMCXjbRAauYDgkp6kzvQKGmSX7TISszzjVK 2-0-0 4-3 4 7-0-12 12-1-0 15 1-13 18-0-13 21-1-10 ' 2-0-0 ' 4-3-4 ' 2-9-8 .5 3-0-13 2-11-1 3-0-13 5x8 = 2x3 II 5x6 = 7x14 = 4 18 5 6 7 4x8 = 3x10 II rxo vve = nU'l2o 7x8 = 6x8 = HUJLb 7x8 = 4x4 II 4-3-4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017[TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 7-9,7-8: 2x4 SP M 30 OTHERS 2x4 SP No.3 *Except* 7-14: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 17=0-5-8 Max Horz 2=462(LC 8) Max Uplift 2=-3038(LC 8), 17=3978(LC 8) Max Grav 2=4508(LC 1), 17=6124(LC 1) HUS26 HUS26 HUS26 HUS26 HUS26 Scale = 1:50.2 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TC 0.44 Vert(LL) 0.2411-13 >999 240 MT20 244/190 BC 0.51 Vert(CT) -0.28 11-13 >905 240 WB 0.89 Horz(CT) 0.06 17 n/a n/a Matrix -MS Weight: 345 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-1-14 cc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9527/6158, 3-4=-6237/4015, 4-5=4535/2969, 5-6= 4535/2969, 6-7=-2756/1794, 8-14=-228/389, 7-14=228/389 BOT CHORD 2-13=-5743/8454, 11-13=-5743/8454, 10-11=-3721/5628, 9-1 0=-1 794/2756, 8-9=-297/457 WEBS 3-13=-2066/3127, 3-11=-3547/2529, 4-11=-3070/4698, 4-10=-2406/1656, 6-10=-2690/4072, 6-9=-3735/2517, 7-9=-3949/6068, 7-17=-6143/3991 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 8) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3038 lb uplift at joint 2 and 3978 lb uplift at joint 17. 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 19-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 e oog E( nda WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use ontywith 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 Sal' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259571 77367 GR4 Half Hip Girder 1 Job Reference (optional) unemuerb I W55' MR rleMe, rL - 34`JaL, 8.4:iu S Heb 12 2U21 MI I eK Industries, Inc. Thu Mar 18 11:00:41 2021 Page 2 I D: KIJ pFKDtIVsP9p?iGeP eGVyKlze-96KXsH4hgM CXj bRAauY Dgkp6kzvQKGm SX7TI Ssz7jVK LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-7=54, 2-8=20 Concentrated Loads.(lb) Vert: 13=2141(13) 10=-1153(B) 19=-1038(B) 20=1129(B) 21=-1178(B) 22=-1172(B) 23=-1189(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ���• Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not is truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� 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 ANSUTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259574 77367 GRA HALF HIP GIRDER 1 1 Job Reference (optional) lirIGIlIUCrJ I ruSJ, run rn,nuv, rL - 04VOZ, a.4Ju s reD -IL ZUZ I Nut etc Inausines, mc. I nu mar io I l:uu:4r ZUZI rage I ID: KIJpFKDtIVsP9p?iGePeGVyKlze-zFho7K8S FCygRWvKx9edw?33GNszkyXLw3wcfvzzjVE 2-0-0 , 3-9-4 1 7-0-0 12.4-0 14-0-0 19-4-9 24-9-3 30-1-12 34-4-3 38-4-14 42-5-9 46 8-0 2-0.0 ' 3-9 4 3-2-12 ' S 4-0 1 &0 5-0-9 5 4-9 5 4-9 4-2-7 4-0-11 NI 1 4-2-7 Scale = 1:83.3 5x8 MT18HS = 412 = 12x20 = 46 = 45 = 4x12 = 46 = 4x10 = 6.00 12 3 31 4 5' 32 33 i 34 6 8 9 35 36 37 7 38 39 40 41 42 10 4344 45 12 11 46 13 14 47 48 49 � 2 4 20 Id d 1 53 54 23 55 22 56 21 57 58 59 45 = 27 50 51 26 52256x10 = 3x6 = 7x10 = 19 60 61 18 62 63 1764 65 1666 67 15 410 = 6x8 = 7x14 MT18HS = 5x8 = 6x10 = 6x8 = FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3-9-0 7-M 12-4-0 14-0-0 19-4-9 24-9-3 30-1-12 34-4-3 38-4-14 42-5-9 46-8-0 3-9 4 3-2-12 ' 5 4-0 1 8 0 5 4-9 5� 9 5 4-9 4-2-7 4-0-11 4-0-11 4-2-7 Plate Offsets (X,Y)— [3:0-5-8,0-2-4], [4:0-4-8,0-1-8], [7:0-3-0,Edge], [11:0-3-0,Edge], [17:0-3-4,Edge], [18:0-3-8,0-2-8], [20:0-10-8,0-4-4], [24:0-4-8 0-2-12] [27:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.72 20-21 >573 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.81 20-21 >509 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.13 15 rile n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 266 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 3-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 5-25,9-19: 2x4 SP No.3, 20-22: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 `Except* 4-27,24-26,6-24,6-21,9-21,18-20: 2x4 SP M 30, 4-26: 2x6 SP No.2 REACTIONS. (size) 15=Mechanical, 2=0-8-0, 26=0-8-0 Max Harz 2=309(LC 8) Max Uplift 15=-1556(LC 8). 2=-1158(LC 25), 126=-4675(LC 8) Max Grav 15=2167(LC 30), 2=374(LC 6), 26=5554(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-911/2416, 3-4=-734/2181, 4-5=-3450/4615, 5-6=-3433/4590, 6-8=-4329/3018, 8-9=-4329/3018, 9-1 0=-6288/4483,10-12=-3614/2587, 12-13=-3614/2587 BOT CHORD 2-27=-2128/705, 26-27=-4611/3378, 25-26=1-250/179, 24-25=-221/315, 5-24=440/4581 23-24=-478/850, 21-23=-478/850, 20-21=-4563/6408, 9-20=-232/556, 17-18=3084/4324, 16-17=-1588/2213,15-16=-158812213 WEBS 3-27=-1377/711, 4-27=-3205/3410, 4-26=-2098/1857, 24-26=-5234/3829, 6-24=-5933/4308, 6-23=-32/434, 6-21=-2812/3856, 8-21=5681584, 9-21=-2290/1699, 18-20=-3026/4251, 10-20=1620/2275, 10-18=983/868, 10-17=-944/661, 12-17=-409/444, 13-17=1328/1862,13-16=0/361,13-15=-2907/2086 Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals. Rigid ceiling directly applied or 3-1-12 oc bracing. 1 Row at midpt 4-27, 6-24, 6-21, 13-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 sealed by ORegan, Philip, PE 3) Provide adequate drainage to prevent water ponding. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed copies of this p 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1556 lb uplift at joint 15, 1158 lb uplift at joint 2 and 4675 lb uplift at joint 26. Philip J. O'Regan PE No.58126 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward MiTek USA, Inc. FL Cart 66U movement at the bearing 2. Building designer must provide for uplift reactions indicated. 6904 Padre East Blvd. Tampa FL 33810 Date: March 22,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 1' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11lPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259574 77367 GRA HALF HIP GIRDER 1 1 Job Reference (optional) Ghambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MTek Industries, Inc. Thu Mar 18 11:00:47 2021 Page 2 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-zFho7K8SFCygRWvKx9edw?33GNszkyXLw3wcfVzZjVE NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to,support concentrated load(s) 99 lb down and 60 lb up at 7-0-0, 99 lb down and 49 lb up at 9-1-13, 99 lb down and 49 lb up at 11-1-13, 174 lb down and 194 lb up at 13-1-13, 168 lb down and 174 lb up at 15-1-13, 168 lb down and 174 lb up at 17-1-13, 168 lb down and 174 lb up at 19-1-13, 168 lb down and 174 lb up at 21-1-13, 168 lb down and 174 lb up at 23-1-13, 168 lb down and 174 lb up at 25-1-13, 168 lb down and 174 lb up at 27-1-13, 168 lb down and 174 lb up at 29-1-13, 174 lb down and 194 lb up at 31-1-13, 174 lb down and 194 lb up at 33-1-13, 174 lb down and 194 Ib up at 35-1-13, 174 lb down and 194 lb up at 37-1-13, 174 lb down and 194 lb up at 39-1-13, 174 lb down and 194 lb up at 41-1-13, and 174 lb down and 194 lb up at 43-1-13, and 174 lb down and 194 lb up at 45-1-13 on top chord, and 424 lb down and 657 lb up at 7-0-0, 185 lb down and 266 lb up at 9-1-13, 185 lb down and 266 lb up at 11-1-13, 84 lb down and 19 lb up at 13-1-13, 79 lb down;and 43 lb up at 15-1-13, 79 lb down and 43 lb up at 17-1-13, 79 lb down and 43 lb up at 19-1-13, 79 lb down and 43 lb up at 21-1-13, 79 lb down and 43 lb up at 23-1-13, 79 lb down and 43 lb up at 25-1-13, 79 lb down and 43 lb up at 27-1-13, 79 lb down and 43 lb up at 29-1-13, 84 lb down and 23 lb up at 31-1-13, 84 lb down'and 23 lb up at 33-1-13, 84 lb down and 23 lb up at 35-1-13, 84 lb down and 23 lb up at 37-1-13, 84 lb down and 23 lb up at 39-1-13, 84 lb down and 23 lb up at 41-1-13, and 84 lb down and 23 lb up at 43-1-13, and 84 lb down and 23 lb up at 45-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-14=54, 25-28=-20, 20-24=-20, 15-19=20 Concentrated Loads (lb) Vert: 7=-96(F) 27=424(F) 6=96(F) 23=-70(F) 11=-106(F) 33=-106(F) 34=96(F) 36=-96(F) 37=-96(F) 38=-96(F) 39=96(F) 41=96(F) 42=106(F) 44=-106(F) 45=-106(F) 46=106(F) 47=-106(F) 48=-106(F) 49=-106(F) 50=185(F) 51=-185(F) 52=-61(F) 53=-70(F) 54=70(F) 55=-70(F) 56=-70(F) 57=-70(F) 58=70(F) 59=-70(F) 60=-61(F) 61=-61(F) 62=61(F) 63=-61(F) 64=-61(F) 65=-61(F) 66=-61(F) 67=61(F) ® 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 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 ANSIMPlt 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 VEGA / Q59151 T23259575 77367 GRB HALF HIP GIRDER 1 Job Reference (optional) 0.93U s reD IZ ZUZ I IVII r eK inausines, Inc. i nU mar -to 1I:UV:09 ZUZI rage l ID: KIJpFKDtIVsP9p?iGePeGVyKlze-GccSbjErcLrhmbxgr7GGiTsHFCH4t7iNXf7UPbzZjV7 -2-0-0 6-0.6 7-0.Q 12-0-13 16-11-14 21-10.15 26-10-0 31.9.1 36-8-2 41.7.3 46-8-0 2-0.0 6.0.6 0.71-f0 5-0.13 4-11-1 4-11-1 4-11-1 4-11-1 4-11.1 4-11-1 5-0.13 NAILE1 NAILED NAILED NAILED NAILED NAILED 5x8 NAILED NAILED NAILED NAILED NAILED = 3x10 = 5x8 MT18HS = 3x8 = 6.00 F12 NAILED NAILED NAILED 3 4 30 31 5 32 ' 33 634 35 367 8 37 9 3839 40 10 41 42 43 Scale = 1:82.2 NAILED NAILED NAILED NAILED 3x10 = 3x6 = NAILED 4x6 = 11 44 12 13 45 46 47 14 yxo — Zo LD 48 49 G4 50 51 23 « 52 53 Z1 54 55 2U 56 57 19 18 58 59 60 17 61 62 76 63 64 65 15 6x8 = NAILED 5x10 = 5x6 = NAILED 3x8 = NAILED NAILED 3x10 = NAILED NAILED 5x10 = 3x6 II NAILED NAILED NAILED NAILED 5x8 MT18HS = NAILED NAILED NAILED NAILEDr NAILED NAILED NAILED NAILED NAILED 7-0-0 6-0-0 6-0-6 , 12-0-13 16'it-14 2T10.15 26-10-0 31-9-1 36&2 41-7-3 46-B-0 6-0-0 0 E 5-0-13 4-11-1 411-1 4-11-1 T 1-1 4-11-1 4-11-1 5-0-13 0.11-10 Plate Offsets (X,Y)— [4:0-6-0,0-1-12], [8:0-4-0 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 TIC 0.59 Vert(LL) 0.79 20-21 >615 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.70 20-21 >693 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) -0.17 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 532 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 "Except* BOT CHORD Rigid ceiling directly applied or 5-4-13 oc bracing. 3-26: 2x6 SP No.2 REACTIONS. (size) 15=Mechanical, 26=0-8-0 Max Horz 26=309(LC 8) Max Uplift 15=-2962(LC 8), 26=-3686(LC 8) Max Grav 15=3131(LC 18). 26=391O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-725/809, 34=537/625, 4-5=-4524/4082, 5-6=-4524/4082, 6-7=-8579/8003, 7-9=-8579/8003, 9-10=-8384/7879, 10-11=-8384/7879, 11-13=-3927/3703, 13-14=-3927/3703, 14-15=3022/2874 BOT CHORD 2-26=-709/835, 25-26=-10671880, 24-25=-1078/893, 22-24=-6543/7078, 21-22=-6543/7078, 20-21=8447/9014, 18-20=8447/9014, 17-18=6296/6686, 16-17=-6296/6686 WEBS 3-26=-447/370, 4-26=3532/3414, 4-25=-266/362, 4-24=-4465/4709, 5-24=570/615, 6-24=-3207/3037, 6-22=-165/399, 6-21=-1801/1908, 7-21=-524/566, 9-21=-592/547, 9-20=-166/402, 9-18=-777/727, 10-18=-524/567, 11-18=-1953/2096, 11-17=-167/395, 11-16=-3403/3200, 13-16=-559/608, 14-16=-4517/4792 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 Co. sealed by ORegan, Philip, PE 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 using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 3) Unbalanced t lne Pfd copies of this p roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=47ft; eave=6ft; Cat. document are not considered II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Provide adequate drainage to prevent water ponding, signature must be Verified 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x4 MT20 unless otherwise indicated. On an electronic y copies. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PhilipJ.O'Regan PE No.58126 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 MTek USA, Inc. FL Cent 6634 will fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33610 10) Refer to girder(s) for truss to truss connections. Date: 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2962 lb uplift at joint 15 and 3686 lb March 22.2021 uplift at ioint 26 ® WARgRN NG -- Veiny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �pp�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPl1 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 VEGA / Q59151 T23259575 77367 GRB HALF HIP GIRDER 1 Job Reference (optional) unamoers I cuss, tort tierce, tL - 34y152, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:00:54 2021 Page 2 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-GccSbjErcLrhmbxgr7GGiTsHFCH4t7iNXf7UPb4V7 NOTES- 12) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 401 lb up at 7-0-0 on top chord, and 370 lb down and 173 lb up at 7-0-0 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: 1-4=54, 4-14=54, 15-27=-20 Concentrated Loads (lb) Vert: 4=-157(B) 8=106(13) 25=141(B) 6=-106(B) 22=-61(B) 12=106(B) 30=-106(B) 31=-106(B) 32=106(B) 33=-106(B) 35=-106(B) 36=106(B) 37=-106(B) 38=-106(B) 40=-106(B) 41=106(B) 42=-106(B) 43=-106(B) 44=-106(B) 45=-106(B) 46=106(B) 47=-106(B) 48=-61(13) 49=61(13) 50=-61(13) 51=-61(13) 52=-61(B) 53=-61(B) 54=-61(B) 55=-61(B) 56=61(B) 57=-61(B) 58=-61(B) 59=61(B) 60=-61(B) 61=-61(B) 62=-61(B) 63=61(B) 64=-61(B) 65=-61(13) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall�a building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPif 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 VEGA / Q59151 T23259576 77367 GRC HIP GIRDER 1 1 Job Reference (optional) %,namuers truss, Fort rlerce, FL - 34MZ, 6.43U S Feb 12 2UZ1 MI I eK Industries, Inc. Thu Mar 18 I l:UU:56 2U21 Pagel ID:KIJpFKDtIVsP9p?iGePeGVyKlze-D_kCOPF58z500u52zYJknuxdwOIMLCZg_7caUUzZjV5 2-0-0 3-9 4 7-0-0 10-2-0 13-4-0 16-6-12 20-4-0 22-4-0 2-0-0 3-9 4 3-2-12 3-2-0 3-2-0 3-2-12 3-9-4 2-0-0 5x8 MT18HS = i I 2x3 11 5x8 MT18HS = 3 18 19 204 21 22 23 5 Scale = 1:40.1 M d A Iq 0 3-9-4i 7-0-0 10-2-0 13-10 16-6-12 20-4-0 + 3-2-12. 3-2-0 3-2-0 3-2-12 3-9-4 Plate Offsets (X,Y)—[2:0-0-0,0-0-21,[3:0-6-0,0-2-81,[5:0-6-0 0-2-81,[6:Edge,0-0-21 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 0.64 Vert(LL) 0.24 11-14 >997 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.16 8-17 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) -0.08 6 n/a Flat BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-190(LC 6) Max Uplift 2=-1974(LC 8), 6=1974(LC 8) Max Grav 2=1527(LC 1). 6=1527(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2651/3311, 3-4=-2565/3385, 4-5=2565/3385, 5-6=2651/3311 BOT CHORD 2-11=2736/2296, 9-11=-2768/2318, 8-9=-2766/2318, 6-8=-2734/2296 WEBS 3-11=-762/594, 3-9=-617/468, 5-9=-618/468„5-8=-762/594 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional): porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1974 lb uplift at joint 2 and 1974 lb uplift at joint 6. This item has been 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 196 lb up at electronically signed and 7-0-0, 99 lb down and 51 lb up at 7-9-12, 99 lb down and 49 Ito up at 9-9-12, 99 lb down and 49 lb up at 10-6-4, and 99 lb down sealed by ORegan, Philip, PE and 51 lb up at 12-6-4, and 82 lb down and 196 lb up at 13-4-0 on top chord, and 338 lb down and 318 lb up at 7-0-0, 185 lb down using a Digital Signature. and 266 lb up at 7-9-12, 185 lb down and 266 lb up at 9-9-12, 185 lb down and 266 lb up at 10-6-4, and 185 lb down and 266 lb up Printed copies of this p at 12-6-4, and 338 lb down and 318 lb up at 13-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not considered 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and Sealed and the signature must be verified LOAD CASE(S) Standard on any electronic copies. 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Philip J. VRegan PE No.58126 Vert: 1-3=54, 3-5=54, 5-7=54, 12-15=-20 MITek USA, Inc. FL Cart 66U Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 3=-54(F) 5=-54(F) 11=239(F) 8=239(F) 24=-185(F) 25=-185(F) 26=-185(F) 27=-185(F) Date: March 22,2021 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK 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 verily the applicability of design parameters and properly Incorporate this design Into the overall I► A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss',Type Qty Ply VEGA/Q59151 T23259577 77367 GRID Hip Girder 1 Job Reference (optional) Chambers truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:58 2021 Page 1 ID: KIJpFKDtIVsP9p7iGePeGVyKlze-9NrzQ5HLgaL6FC ER4zLCsJO4vpn_p7HyS H5hYMzZV3 -2-0-0 5-0-0 8-9-15 12-6-1 16-4-0 21-4-0 23-42 2-0-0 5-0-0 3-9-15 3 8-3 3-9-15 5-0-0 2-0-0 4x8 = 2x3 I I 3x8 = 3 20 21 2223 4 24 25 5 2627 4x4 = 28 29 6 21-4-0 Scale = 1:41.7 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 NO Code FBC2017rrPI2014 CSI. Tc 0.16 BC 0.22 WB 0.17 Matrix -MS DEFL. in (loc) I/defl Lid Vert(LL) -0.05 10-11 >999 360 Vert(CT) -0.09 10-11 >999 240 Horz(CT) 0.03 7 n/a n/a Wind(LL) 0.08 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-148(LC 23) Max Uplift 2=-1022(LC 8), 7=1043(LC 8) Max Grav 2=1360(LC 29), 7=1356(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2351/1547, 3-4=-2774/1952, 4-5=-2774/1952, 5-6=-211111496, 6-7=-2342/1590 BOT CHORD 2-13=-1191/2140, 11-13=-1199/2158, 10-11=-1721/2817, 9-10=-1721/2817, 7-9=-1246/2049 WEBS 3-13=-124/322, 3-11=-651/903, 4-11=333/345, 5-9=-879/588, 6-9=-433/807 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. This item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. I electronically signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by ORegan, Philip, PE 7) ` This truss has been designed for a live load of 20.Opsf on ,the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members. 1Printed 8) Provide copies Of this p mechanical connection (by others) of truss to bearing plate capable of withstanding 1022 lb uplift at joint 2 and 1043 lb uplift at joint 7. document are not considered 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 130 lb up at signed and sealed and the 6-0-12, 136 lb down and 130 lb up at 8-0-12, 136 lb down and 130 lb up at 10-0-12, 136 lb down and 130 lb up at 11-3-4, 136 lb signature must be verified down and 130 lb up at 13-3-4, and 136 lb down and 130 Ib',up at 15-3-4, and 46 lb down and 143 lb up at 16-4-0 on top chord, and on an electronic copies. 212 lb down and 148 lb up at 5-0-0, 53 lb down and 15 lb up at 6-0-12, 53 lb down and 15 lb up at 8-0-12, 53 lb down and 15 lb up y p at 10-0-12, 53 lb down and 15 lb up at 11-3-4, 53 lb down and 15 lb up at 13-3-4, and 53 lb down and 15 lb up at 15-3-4, and 212 Philip J. O'Regan PE No.58126 lb down and 148 lb up at 16-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: March 22,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall FEE building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 VEGA/Q59151 T23259577 77367 GRD Hip Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 5.431J s Feb 12 2U21 MI I eK Inaustrles, Inc. I nu Mar iO 11:UU:Jy LUG "I Yage G ID: KIJpFKDtIVsP9p?iGePeGVyKlze-dZPLeQ I_RuTztMpdegsRPXZFeD7DYaX6gxgF4pzZjV2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-8=54, 14-17=-20 Concentrated Loads (lb) Vert: 6=-16(F) 13=-85(F) 9=-85(F) 21=-53(F) 22=-53(F) 24=-53(F) 25=-53(F) 27=53(F) 28=53(1=) 30=-32(F) 31=-32(F) 32=-32(F) 33=32(F) 34=32(F) 35=-32(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE k® USE. Design valid for use only with MiTeconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 andbracing of trusses and truss systems, see ANS11TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259578 77367 GRE Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 5-0-0 19 RI 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:00 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-5lzjrm IcBBbgU WOpCNNgxk609dTrHOGFvbaodFz74V1 2-8-0 4-1-0 4x8 = 44 = 3 12 13 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.30 Vert(LL) -0.02 8-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.04 8-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.03 8-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 2=0-8-0, 6=Mechanical Max Horz 2=128(LC 7) Max Uplift 2=-642(LC 8), 6=469(LC 8) Max Grav 2=754(LC 29), 6=734(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1033/7l 1, 3-4=-821/628, 4-5=925/638, 5-6=-595/438 BOT CHORD 2-8=-581/918, 7-8=588/935 WEBS 3-8=-121/305, 5-7=-387/616 Scale = 1:22.6 PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-7-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 642 lb uplift at joint 2 and 469 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 282 lb up at 5-0-0, and 136 lb down and 134 Ito up at 7-0-12 on top chord, and 265 lb down and 162 Ito up at 5-0-0, 53 lb down and 15 lb up at 7-0-12, and 100 lb down and 80 ib up at 9-0-12, and 77 lb down and 29 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=54, 4-5=54, 6-9=20 Concentrated Loads (lb) Vert: 3=-69(B) B=-117(B) 13=-53(B) 14=-32(B) 15=-100(B) 16=59(13) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply VEGA / Q59151 T23259579 77367 J1 JACK -OPEN 14 1 Job Reference (optional) L.namDers truss, tort mefce, I-L - 34V0Z, -2-0-0 6.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:00 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlzeSlzjnn IcBBbgU WOpCNNgxk6DNdTaH3RFvbaodFz74V 1 Scale = 1:9.5 1-0-0 1-0-0 Plate Offsets (X,Y)— [2:0-4-0,0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=125(LC 12) Max Uplift 3=-30(LC 1), 2=-416(LC 12), 4=-50(LC 1) Max Grav 3=77(LC 12), 2=265(LC 1), 4=120(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30lb uplift at joint 3, 416 lb uplift at joint 2 and 50 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®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 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 iw iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259580 77367 J3 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:01 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-ZyX536J EyVjh6gzOi5vwUyeO71 oBOWhP8FJL9hzziVO -2-M 3-M Scale = 1:14.6 3-0-0 3-0-0 Plate Offsets (X,Y)— [2:0-4-0,0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=184(LC 12) Max Uplift 3=-55(LC 9), 2=-359(LC 12). 4=-47(LC 9) Max Grav 3=54(LC 17), 2=259(LC 1), 4=47(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord life load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3, 359 lb uplift at joint 2 and 47 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 ® 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 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 Nat building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� iTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply VEGA / Q59151 T23259581 77367 J5 Jack -Open 9 1 Job Reference (optional) Chambers I russ, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:01:02 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-185TGSKsjprYkpYCJoQ919BZtQ10IzxYMu3vh8zZjV? -2-0-0 5-M 2-0-0 5-0-0 Scale = 1:19.5 r 5-0-0 5-M Plate Offsets (X,Y)— 12:0-0-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.06 4-7 >971 240 Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=245(LC 12) Max Uplift 3=114(LC 12), 2=295(1_C 12) Max Grav 3=127(LC 17), 2=318(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3 and 295 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, 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. PhilipJ.O'Regan PE No.68126 MiTek USA, Inc. FL Cart B634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 ®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 tt 11• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPlf 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 VEGA / Q59151 T23259582 77367 JSA Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:01:03 2021 Page 1 ID:cdSi7V8cSyrxlCmurBclgxzcHzs-WKfsUoLUU6zPMz7OtWxOZNkuDgU1 UPvibYoSDazZjV_ -2-0-0 3-6-8 5-0-0 2-0-0 3-6-8 1-5-8 Scale = 1:15.8 3-6-8 1-5-8 Plate Offsets (X,Y)— [2:0-0-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.05 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.06 6-9 >932 240 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=204(LC 12) Max Uplift 5=-60(LC 9), 2=-311(LC 12). 4=-38(LC 8) Max Grav 5=129(LC 17). 2=315(LC 1), 4=35(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-156/277 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 3-6-8, Exterior(2) 3-6-8 to 4-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 5, 311 Ib uplift at joint 2 and 38 lb uplift at joint 4. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Ragan PE No.56126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED tdITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Not building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259583 77367 JSB Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:03 2021 Page 1 I D: cdS i7V8cSyrxl C m urBc IgxzcHzs-W KfsUoLU U6zP Mz7OtWxOZNkjdgNB U Q GibYoS DazZjV_ -2-0-0 1-6-8 5-0-0 2-0-0 1-6-8 3-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.03 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.07 5-6 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.05 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=143(LC 12) Max Uplift 5=-14(LC 9), 2=-328(LC 12), 4=-95(LC 8) Max Grav 5=102(LC 3), 2=315(LC 1), 4=89(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:13.7 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C,,Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 1-6-8, Exterior(2) 1-6-8 to 4-10-4 zone;C-C for members and forces & MWFRS for'reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on, the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 5, 328 lb uplift at joint 2 and 95 lb uplift at joint 4. 8) Gap between inside of top chord bearing and first diagonal', or vertical web shall not exceed 0.500in. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Rogan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259584 77367 J5P JACK -OPEN 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:04 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-_XDEh8L6FQ5Gz7ibRDSd6aG1 gEeXDsQrgCY010zZUz -2-M 5-M 2-0-0 5-0-0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.40 Vert(LL) 0.14 4-7 >428 240 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr' YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=245(LC 12) Max Uplift 3=-134(LC 12), 2=402(LC 12), 4=-88(LC 9) Max Grav 3=115(LC 17), 2=318(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.5 PLATES GRIP MT20 244/190 Weight: 19 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 3, 402 Ib uplift at joint 2 and 88 Ib uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Inv building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely/n/ormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259585 77367 J7 JACK -OPEN 29 1 I Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:05 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-SjncuUMkOkD7bHHn_xzseop9Re89yJg 3sHZHSzZjUy -2-0-0 7-0-0 ' 2-0-0 7-0-0 Scale: 12°=1' 7-0.0 Plate Offsets (X,Y)-- [2:0-0-12,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.17 4-7 >481 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 file n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.16 4-7 >534 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=306(LC 12) Max Uplift 3=-178(LC 12), 2-313(1_C 12), 4=-3(LC 9) Max Grav 3=187(LC 17), 2=385(LC 1), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 3, 313 lb uplift at joint 2 and 3 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetyinformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259586 77367 J7A Jack -Open 8 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:06 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-wvK 6gNNn1L—DRszYeU5B?MNe2R5hmw8HW16pvzZjUx 2-0-0 2-0-0 5-0.0 Scale: 10=1' 2-M 7-M -0-0 2 5-0-0 Plate Offsets (X,Y)— [2:0-2-10,0-1-8), [3:0-0-12,Edgej LOADING (psf) SPACING- 2-0-0 CsL DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.09 3-5 >905 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.19 3-5 >436 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.22 3-5 >372 240 Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5: 2x4 SP M 30 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=306(LC 12) Max Uplift 4=-159(LC 12), 2=313(LC 12), 5=-23(LC 12) Max Grav 4=175(LC 17), 2=385(LC 1), 5=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C IExterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 4, 313 lb uplift at joint 2 and 23 lb uplift at joint 5. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IOITEK 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 SEE 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 me fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259587 77367 J7P JACK -,'OPEN 7 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:06 2021 Page 1 ID:KIJpFKDIIVsP9p?iGePeGVyKlze-wvK 6gNNn1L_DRszYeU5B?MOa2SPhk38HW16pvz4Ux -2-0-0 4-4-14 7-0-0 2-0-0 4-4-14 2-7-2 Scale: 112"=1' 3 7-0-0 Plate Offsets (X,Y)— [2:0-2-9,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.28 6-9 >301 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.13 6-9 >624 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 2 file n/a - BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 31 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 8-5-9 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=306(LC 12) Max Uplift 4=-43(LC 12), 2=464(LC 12), 5=-289(LC 12) Max Grav 4=56(LC 17), 2=385(LC 1), 5=205(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-439/197 WEBS 3-6=-278/618 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C,Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on. the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 4, 464 lb uplift at joint This item has been 2 and 289 lb uplift at joint 5. electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ® WARNING - Verify design parameters . nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259588 77367 KJ5 Diagonal Hip Girder 3 1 Job Reference (optional) t;namoers i cuss, Fort Pierce, FL - 34952, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:01:07 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKize-06uMJ90?YLTrgbQA6M?KkDuYYRpDQB9H WAmgMLzZjUw -2-9-15 3-8-10 7-0-2 2-9-16 " 3-8-10 3-3-8 Scale = 1:19.1 0 3-8-10 7-0-2 3-8-10 3-3-8 Plate Offsets (X,Y)— [2:0-0-5,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.06 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.03 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 5 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=243(LC 8) Max Uplift 4=-102(LC 24), 2=513(LC 8). 5=-132(LC 5) Max Grav 4=93(LC 17), 2=554(LC 28), 5=207(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-620/244 BOT CHORD 2-7=-298/488, 6-7=298/488 WEBS 3-7=-1141280, 3-6=536/327 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 513 lb uplift at joint 2 and 132 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 1,06 Ito up at This item has been 1-6-1. 160 lb down and 106 lb up at 1-6-1, and 38 lb down and 75 lb up at 4-4-0, and 38 lb down and 75 lb up at 4-4-0 on top chord , and 117 lb down and 79 lb up at 1-6-1, 117 lb down and 79 lb up at 1-6-1, and 14 lb down and 58 lb up at 4-4-0, and 14 lb down electronically signed and and 58 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. sealed by ORegan, Philip, PE 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard i Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf) . signed and sealed and the Vert: 1-4=54, 5-8=20 signature must be verified Concentrated Loads (lb) Vert: 11=51(F=25, B=25) 13=72(F=36, B=36) 14=6(F=3, B=3) on any electronic copies. Philip J. O'Ragan PE No.68126 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 WARNING - Verify design parameters and READ NOTES 014 THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Sale building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA/Q59151 T23259589 77367 KJ7 DIAGONAL HIP GIRDER 3 1 Job Reference o tional (;1lambers I cuss, Fort Pierce, FL - 34952, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:08 2021 Page 1 I D:KIJpFKDtIVsP9p?iGePeGVyKlze-sISIXVOdJfbhSk?Mg3XZGQRjJr8K9cHRIgWDunzZjUv -2-9-15 5-1-9 9-10-1 2-9-15 5-1-9 4-8-8 Scale = 1:23.6 5-1-9 9-10-1 5-1-9 4-8-8 Plate Offsets (X,Y)— [2:0-0-1,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) -0.11 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matrix -MS Weight: 44 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 7-8-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=303(LC 24) Max Uplift 4=-158(LC 8). 2=759(1_10 8), 5=-425(LC 8) Max Grav 4=131(LC 1), 2=602(LC 28), 5=271(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-579/754 BOT CHORD 2-7=-823/519, 6-7=823/519 WEBS 3-7=-287/242, 3-6=563/893 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 4, 759 lb uplift at joint 2 and 425 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 106 lb up at This item has been 1-6-1, 160 lb down and 106 lb up at 1-6-1, 38 lb down and 75 lb up at 4-4-0, 38 lb down and 75 lb up at 4-4-0, and 141 lb down and 164 lb up at 7-1-15, and 141 lb down and 164lb up at 7-1-15 on top chord, and 178 lb down and 79 lb up at 1-6-1, 178 lb electronically signed and down and 79 lb up at 1-6-1, 14 lb down and 5 lb up at 4-4-0, 14 lb down and 5 lb up at 4-4-0, and 35 lb down and 40 lb up at sealed by ORegan, Philip, PE 7-1-15, and 35 lb down and 40 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the using a Digital Signature. responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed copies Of this p document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads ( Vert: 1-4=54, 5-8=20 on any electronic copies. Concentrated Loads (lb) Philip J. O'Regan PE No.58126 Vert: 11=51(F=25, B=25) 13=-66(F=-33, B=-33) 14=72(F=36, B=36) 15=6(F=3, B=3) 16=-43(F=-22, B=-22) MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ® 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 properly Incorporate this design into the overall t�t /v� 11• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y' 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 ANSUfP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply VEGA / Q59151 T23259590 77367 KJB DIAGONAL HIP GIRDER 1 1 Job Reference o tional Uhambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:09 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKize-KU07krPF4ykY4uaYDm2ope_u3FUVu4yazUFnQEzZjUu -2-9-15 5-1-9 9-10-1 2-9-15 5-1-9 448-8 Scale: 1/2"=1' v A i 5-1-9 5-1-9 8-10-12 9-10-1 3-9-2 0-11-5 Plate Offsets (X,Y)— [2:0-1-12,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.11 8-11 >939 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.10 8-11 >984 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except at=length) 2=0-10-15, 7=0-11-5. (lb) - Max Horz 2=303(LC 24) Max Uplift All uplift 100 lb or less at joint(s) except 4=154(LC 8), 2=-722(LC 8), 5=175(LC 5), 7=-252(LC 8) Max Grav All reactions 250 lb or less at joints) 4, 5, 7 except 2=597(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-542/619 BOT CHORD 2-8=-696/480, 7-8=696/480, 6-7=-696/480 WEBS 3-6=-521/756 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 4, 722 Ito uplift at joint 2, 175 lb uplift at joint 5 and 252 lb uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 106 lb up at 1-6-1. 160 lb down and 106 lb up at 1-6-1, 38 lb down and 75 lb up at 4-4-0, 38 lb down and 75 lb up at 4-4-0, and 141 lb down and 164 lb up at 7-1-15, and 141 lb down and 164 lb up at 7-1-15 on top chord, and 178 lb down and 79 lb up at 1-6-1, 178 lb down and 79 lb up at 1-6-1, 14 lb down and 5 lb up at 4-4-0; 14 lb down and 5 lb up at 4-4-0, and 35 lb down and 43 lb up at 7-1-15, and 35 lb down and 43 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7), In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 5-9=20 Concentrated Loads (lb) Vert: 12=51(F=25, B=25) 14=-66(F=-33, B=-33) 15=72(F=36, B=36) 16=6(F=3, B=3) 17=43(17=22, B=22) This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. VRegan PE No.58126 MiTek USA, Inc. FL Cart 66U 8804 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED tvIITEK REFERENCE PAGE Ivlll-7473 rev. 5119l2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe �' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and 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 VEGA / Q59151 T23259591 77367 MV2 Valley 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017fIP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=42(LC 12) Max Uplift 1=-21(LC 12), 2=-46(LC 12) Max Grav 1=52(LC 17), 2=44(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:10 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlzeohaVyBQtrGsPh29knUZ1 LrW8_fwidavjCB?KygzZjUt Scale = 1:7.8 DEFL. in (loc) Udefl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 46 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. ORegan PE No.68126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259592 77367 MV3 Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar IS 11:01:11 2021 Page 1 ID: KIJpFKDtIVsP9p7iGePeGVyKlze-Ht8t9XRVcZ_GJCkxLB4Gu33Fr3FVM19tRoktV6zZjUs 3-4.0 3-4-0 Scale = 1:11.1 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017rrPI2014 Matrix-P 3x4 II DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=3-4-0, 3=3-4-0 Max Horz 1=78(LC 12) Max Uplift 1=-40(LC 12). 3=79(LC 12) Max Grav 1=97(LC 17). 3=107(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 79 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. YRegan PE No.68126 MiTek USA, Inc. FL Cert 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 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 �e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259593 77367 MV4 Valley 3 _ 1 Job Reference (optional) unamoers i russ, rori rlerce, FL - 34`dt1Z, 3x4 i 6.43U s Feb 12 2U21 Mil eK Industries, Inc. -I hu Mar 15 11:01:12 2021 Page 1 I D: KIJpFKDtIVsP9p?iGePeGVyKlze-13iFN1S7Nt67xMJ7vvbVRGbN9SZT5UPOgSUR1 ZzZjUr 4-0-0 3x4 II 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 rile n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=98(LC 12) Max Uplift 1=-50(LC 12), 3=99(LC 12) Max Grav 1=122(LC 17), 3=135(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:12.8 PLATES GRIP MT20 2441190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord livelload nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 1 and 99 lb uplift at joint 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cert 663d 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �i�Yi, building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTek• is always required for stability and to prevent collapse with possible personal'injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSO-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 rusS Truss Type QtY Ply FA/4691,11 T23259594 77367 MV6 Valley 1 1 Reference (optional) —amoers I russ, Inc., ron vrerce, rL t1.43U s NOV 3U LULU MI I eK Industries, Inc. Mon Mat'2'L iu:2b:b3 zuzi I -age 1 ID:KIJpFKDtIVsP9p?iGePeGVyKIze-4QJXUZXZu3rrbvJuRFoXd2xdfZL HOUXBk3xmlzYQWC B-M 3x4 II 2 3 3x4 3x4 II Scale = 1:18.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=194/6-0-0, 3=194/6-0-0 Max Horz 1=158(LC 12) Max Uplift 1=-81(LC 12), 3=160(LC 12) Max Grav 1=198(LC 17), 3=218(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-176/358 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Intedor(1) 3-7-7 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 1 and 160 lb uplift at joint 3. LOAD CASE(S) Standard This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,III-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 ISO' 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 Qty Ply VEGA / Q59151 T23259595 77367 PBA Piggyback 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 1811:01:13 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-DGFdaDSm8BE YWuJSc6kzU8cCsxkgw6Au6D_Z?zzjUq 5-54 11-6-12 17-0-0 5-5.4 6-1-8 5-5-4 Scale = 1:29.1 3x6 = „ 4� 2x3 11 3x6 = 14 15 5 16 17 6 3x4 = 12 11 10 3x4 = 2x3 11 2x3 11 2x3 11 17-0-0 17-0-0 Plate Offsets (X,Y)— [4:0-3-0,0-2-01,[6:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 9 n/r . 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-2-6. (lb) - Max Horz 2=-107(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=119(LC 12), 8=-119(LC 12), 11=-166(LC 9), 12=-202(LC 12), 10=202(LC 12) Max Grav All reactions 250lb or less atjoint(s) 2, 8 except 11=281(LC 21), 12=316(LC 17), 10=310(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-11=-205/266, 3-12=-220/334, 7-10=214/333 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 5-5-4, Exterior(2) 5-5-4 to 9-8-3, Interior(1) 9-8-3 to 11-6-12, Exterior(2) 11-6-12 to 16-1-3, Interior(1) 16-1-3 to 16-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2, 119 lb uplift at joint 8, 166 lb uplift at joint 11, 202 lb uplift at joint 12 and 202 lb uplift at joint 10. electronically signed and 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by ORegan, Philip, PE designer• using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.58126 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iYl Is always required for stability and to prevent collapse with possible persorial injury and property damage. For general guidance regarding the ,lAiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply VEGA / Q59151 TPBB T23259596 77367 Piggyback 2 1 Job Reference o tionai rm'I 0 Ghambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:14 2021 Page 1 ID: KIJpFKDtIVsP9p7iGePeGVyKlze-hSpOnZTOuUMrAfrWOKdzWhhnOGG3ZNbJ7mzX5RzZjUp 4-0-0 13-M 17-M 4-M 9-M 4-M 3x6 = 2x3 II 6.00 F12 14 2x3 11 15 2x3 II 3x6 = 16 Scale = 1:29.1 ao d N Io rco 3x4 = 12 11 10 3x4 = 2x3 I I 2x3 I I 2x3 I I LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017(rP12014 CSI. DEFL. in (loc) I/dell Ud TC 0.28 Vert(LL) 0.00 9 n/r 120 BC 0.07 Vert(CT) 0.00 9 n/r 90 WB 0.08 Horz(CT) 0.00 8 n/a nla Matrix-S PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-2-6. (lb) - Max Horz 2=-77(LC 10) Max Uplift All uplift 100lb or less atjoint(s) except 2=135(LC 12), 8=-135(LC 12), 11=-198(LC 8), 12=-171(LC 12), 10=171(LC 12) Max Grav All reactions 250lb or less atjoint(s) 2, 8 except 11=305(LC 22), 12=308(LC 21), 10=308(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or, less except when shown WEBS 5-11=-229/285, 4-12=-216/269, 6-10=216/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Exterior(2) 4-0-0 to 8-6-0, Interior(1) 8-6-0 to 13-0-0, Exterior(2) 13-0-0 to 16-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 2, 135 lb uplift at joint 8,198 lb uplift at joint 11, 171 lb uplift at joint 12 and 171 lb uplift at joint 10. electronically Signed and 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by ORegan, Philip, PE designer. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. 0111ogan PE No.58126 MiTek USA, Inc. FL Cert 66U 8904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED fvIITEK REFERENCE PAGE NIII-7473 rev 5I19J2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259597 77367 PBC GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:16 2021 Page 1 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-dgxmCEVeQ6cZPzcuSIgRb6m8k4y31 Hgca4SeAKzZjUn 2-0-0 15-0-0 17-0-0 2-0-0 13-0-0 2-0-0 Scale = 1:28.1 6.00 12 3x6 = 2x3 II ' 2x3 II 4 12 13 14 5 15 4x5 = 3x4 = 11 10 9 3x4 = 2x3 11 2x3 11 2x3 11 Plate Offsets (X,Y)— [3:0-3-0,0-2-0] [6:0-2-8 0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-0-0. (lb) - Max Horz 1=35(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 8 except 2=-156(LC 12), 9=-137(LC 12), 10=-271(LC 9), 11=-226(LC 8) Max Grav All reactions 250lb or less atjoint(s) 1, 8 except 2=250(LC 17), 9=255(LC 22). 10=401(LC 21), 11=338(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 6-9=-165/258, 5-10=-297/375, 4-11=241/327, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-2-15, Interior(1) 6-2-15 to 15-0-0, Exterior(2) 15-0-0 to 16-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 5-0-0 oc. This Item has been 7) This truss has been designed for a 10.0 psf bottom chord live iload nonconcurrent with any other live loads. electronically signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8 except Qt=lb) eo p Printed copies of this 2=156, 9=137, 10=271, 11=226. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building document are not considered designer. signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: , March 22,2021 ,® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY. REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■���- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259598 77367 V4 Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:17 2021 Page 1 ID: KIJpFKDtIVsP9p7iGePeGVyKlze-51 V8QaVGBPkQ17B5hSBg6KJKVTHTmlelpkBCimzZjUm 2-0-04-0-0 2-0-0 2-0-0 j 3x6 = 2 3x4 i 3x4 Scale = 1:7.7 4-0-0 4-0-0 Plate Offsets (X,Y)— [2:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-29(LC 10) Max Uplift 1=-64(LC 12), 3=-64(LC 12) Max Grav 1=102(LC 1). 3=102(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft;.Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Rogan PE No.56126 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 5/19t202O BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 iYl Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iAva iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259572 77367 GRS Half Hip Girder 1 Job Reference o tional Unambers truss, tort tierce, FL - L14ytfz, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=54, 2-6=20 Concentrated Loads (lb) Vert: 8=-3111(F) 13=1357(F) 14=-1402(F) 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:00:42 2021 Page 2 ID:KIJpFKDtIVsP9p?iGePeGVyKlze-dluv4o4JRfKOKIOM8c3SDxMFiMKv3mhcmnDr IzZjVJ ®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 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 ANS11TP/t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Fl- 36610 Job Truss Truss Type Qty Ply VEGA / Q59151 T23259599 77367 V7 Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 18 11:01:18 2021 Page 1 ID: KIJpFKDtIVsP9p?iGePeGVyKlze-ZD3WdwWuyjsHfHm HF9ivgXrPAtdLVBgv2OxIECzZjUI 3-10-0 7-8-0 3-10-0 3-10-0 3x4 2x3 11 4x4 = 3x4 Scale = 1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 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 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 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 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=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-67(LC 10) Max Uplift 1=-94(LC 12), 3=94(LC 12), 4=109(LC 12) Max Grav 1=119(LC 1), 3=125(LC 18), 4=238(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or, less except when shown. WEBS 2-4=-157/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=109. This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND. INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5119,12020 BEFORE USE. 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 IVE[ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. J L Apply plates to both sides of truss and fully embed teeth. 0-11B For 4 x 2 orientation, locate plates 0- ''+6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20120 software or upon request. . PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or _by text in the bracing_ section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Ir O U EL O E- \� rye, � ;.• r r� fA � r 4- f 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 G ice, e e i t Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated -on -design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. 13'-4" 21 °-0" 13'-4" I L-19 L-12 L- 11 w ----- PRECAST LINT L -------------- PRE -CAST LINTEL ---------- PRE -CAST LINTEL LD u D EGRESS L-6 mpArT 13`-1 N4" MASTER SUITE 12" COFFER/CARPET m I 00 7'-2%: 3'-5 2' KITCHEN W/ 000 VT I� L-2 PORTABLE GAS GRI la o COVERED PATIO ■ ■ ■ ■ ■ ■ ■ 9'-4" CLGJCONC. ■ LLd N cnB. " a� ;� L_4 ■ 48"�fATYTv 1s'-4_ 13'-0,. BATH #3 12'-2�" �- --Z sl ild 9'-4" CLG/TILE J (4) PNL 'XB° SGD L_5 iv 8'-9 '-1y'4l" IM CT HB DEEP SHAMPOO ■ ■ ■ ® 288OPKT CUBBY. COORD. x I — — — — — — — — — SIZE & LOCATI 60BOBF iv ■ WITH OWNER-,. I IS Q rl L '1°1 BEDROOM #3;g ® 4 11'-6" CLG/TILE 9'-4" CLG/CARPET'I � W © 111;nU3 m — — — — — — — — — — — — — — — — — — — — — — — — —" — — co 6" 3'-4" 12'-2" BEDROOM #2a 9'-4" CLG/CARPET a 1 V-6" 8,-4" o } I M KITCHEN _ �39" 10 -8 Lill TILE 3'-5" FLAT -TOP REF. COUNTER SPAL — — — — — — — — — — — — — — Q 1 I DQ CUSTOM KITCHEN DESIGN BY OTHERS I r DEEP SHAMPOO • /`. ,. 11. r. ., r 1 El ■ - .� II DRAIN■LAUNDRYW FOYER \/ ❑ ®DINING ROOM I S PRECAST CONCRETE LINTEL SCHEDULE: PROVIDE PRECAST REINFORCED CONCRETE " " LINTEL AS MANUFACTURED BY CAST—CRETE (OR EQUAL) FOR ALL MASONRY OPENINGS OF THE SIZE AND REINFORCEMENT NOTED IN THE FOLLOWING LINTEL SCHEDULE: MASONRY 'WALL LINTEL SCHEDULE LINTEL DESIGNATION LINTEL LENGTH LINTEL TYPE SAFE GRAVITY LOAD APPLIED GRAVITY LOAD SAFE UPLIFT LOAD APPLIED UPLIFT' LOADI COMPOSITE BEAM L-1 7'-6" 8RF14-1B/1T 2459 200 1364 200 L-2 6'-6" 8F16-1B/1T 3480 200 1868 200 L-3 4'-0" 8F16-1B/1T 6113 200 3060 200 L-4 4'-4" 8RF14-18/1T 5206 900 2362 500 L-5 17'-4" 8F16-1B/2T 950 900 506 500 L-6 9'-4" 8F16-1B/1T 1843 1800 1136 1100 L-7 5'-4" 8F16-1B/1T 5365 `- 200 2276 200 L-8 5'-10" 8F16-1B/1T 4360 200 2080 200 L-9 21'-4" 8F24-1B/1T 1114 200 480 200 L-10 13'-4" 8F16-1B/1T 1075 200 607 200 L-11 15'-4" 8F16-1B/2T 1250 500 616 600 L-12 22'-0- 8F16-1B/2T: 550 200 358 200 NOTE: WHEN LINTEL IS IN VARIOUS LOCATIONS, WORST CASE LOADING IS SHOWN NOTE: PROVIDE �CASTCRETE" PRE -CAST CONCRETE LINTEL AS NOTED ON PLANS NOTE: 1. COMPOSITE BEAM DEPTHS SHOWN ARE MINIMUM REQUIRED, AND MAY BE INCREASED IN FIELD WITHOUT ENGINEER'S APPROVAL. 2. CALCULATED APPLIED GRAVITY LOAD AND APPLIED UPLIFT SHOWN ARE WORST CASE, ROOF TRUSS GIRDER LOADING' HAVE BEEN CONSIDERED. 3. MASONRY CONTRACTOR TO VERIFY EACH I MASONRY OPENING WIDTH AND HEIGHT PRIOR TO CONSTRUCTION. 4. LENGTHS OF LINTEL SHOWN ARE ACTUAL LINTEL SIZES (BEARING OF 4" EACH END), SAW CUT BOTTOMS OF LINTEL MANUFACTURERS NOTCHES WHEN NEEDED TO EXTEND REBAR THROUGH LINTEL ® EACH SIDE OF OPENING. 5. ALL LINTELS SHALL BE SET TO PROVIDE A MINIMUM 4" BEARING ON MASONRY AT EACH END, UNLESS DETAILED ON THESE PLANS. 6. REINFORCED PRECAST "U" LINTELS SHALL BE MANUFACTURER WITH 5 1/2" LONG NOTCHES AT EACH END TO ACCOMMODATE PLACEMENT OF VERTICAL REINFORCING AND GROUT FILLING CELLS BELOW. 7. SEE TYPICAL LINTEL SECTION FOR CAST CRETE DESIGNATIONS AND PLACEMENT OF REINFORCING STEEL. STEEL PLACED IN BOTTOM OF PRECAST LINTEL SHALL BE SET ON WIRE CHAIR TO PROVIDE 3/4" CLEARANCE OFF BOTTOM. #5 REBAR CONTINUOUS ALONG TOP OF WALL +• `� : 1-1/2" CLEAR I— F = FILLED WITH GROU / U = UNFILLED B" BOND BEAM BLOCK QUANTITY OF MI5 REBAR AT ¢ a: (RINKER/CEMIXTB1 OR EQ.) a L-2 BOTTOM F LINTEL CAVITY J GROUT SOLID F 1 6 -1 B/ 1 T 1 z (3QQD pal) .., m W yiOg ,� z j�5 REBAR AT BOTTOM J m„ I—bUANTITY OF #5 r � ' +• 4" CLEAR OFF REBAR AT TOP L • . =Zil3 LI LL AV�`Y tl• NOMINAL HEIGHT NOMINAL WIDTH 1 I - ACT s/s" 8" PRECAST LENTIL io I ED h B" NOMINAL WIDTH _. A°" 1 -7 — ■ T TYPE DESIGNATION 8F16-1 B ■ X: 0" Vd � w �4TH #2 : OR L-3 tin 4" CLG/TILE m IJ'I DEEP SHAMPOO BF CUBBY. CORD. _ SIZE & LOCATICM WITH OWNER CORNER SEAT JO n — MAIN EGRESS DOOR PER "DESIGN FOR STORAGE FBC R "I 311.2L R DEN ■ HB 22 "x 40N 1 9'-4" CLG/CARPET— A GLAZED D �IWJ 3"OIA.x48" STEEL LOCATE) GUARD POST wN"x1O" L-1 SQUARE BASE w/W (3) PNL B' 6' CUSTOM I )t"x2 X" WEDGE BOLTS PICTURE WINDOW L-6 a 5"5'-8" 10" 31- L-Z ■ ■ ENTRY PORCH x 63"X63' GLIDER �' 2—CAR GARAGE r. L_5 b 12 -B CLG/CINC. I 6'-8• IMP>'CT— 6'-0" D w N 9'-4" CLG/CONC. 19'-0 00 L B ? 12'-8" POINT OF BEARING HEIGHT ■ - BOX DUT SOFFIT - BO BEAM �cl 10'-8"_ _ ■ IN CHANGE FROM 9'-4" TO 12'-8" ------ PRE -CAST L ---INTEL L-4 - -- ■ POINT OF BEARING HEIGHT ■ CHANGE FROM 9'-4" TO 12' " T ° 54°` IMP GLIDER 54°°X63 GLIDER IMP CT IMP CT r +" 1 n 11 LEGEND ■ ■ ■ 9'-4"I� x 8" CMU MASONRY WALL 12'- °"H x 8" CMU MASONRY WALL „ , R-11 INSULATION INTERIOR 2x6 STUD BEARING PARTITION WALL INTERIIOR 2x4 STUD NON -BEARING PARTITION WALL FL__1PRE- AST CONCRETE LINTEL DESIGNATION (SEE SHEEII VTR SOIL IPE VENT THROUGH ROOF 63'l GLIDER WINDOW MARK (ALL IMPACT) (63"1 x 63"H OPENING) NOMINAL (SEE MANUFACTURER'S SPECS FOR DETAILS) 2880 INTERIOR DOOR MARK (2'-B"W x 8'-0"H OPENING) d';KB' GLAZED DBL DR EXTERIOR DOOR MARK (ALL IMPACT) (6'-0"W x 8'—D"H OPENING) NOMINAL (SEE MANUFACTURER'S SPECS FOR DETAILS) REVIEWED FOR CODE COMPLIANCE ST. L UCIE COUNTY BOCC A01 REVISION IL FILE COPY WINDOW AND DOOR NOTE: "" IT IS THE RESPONSIBILITY OF THE WINDOW AND DOOR SUPPLIER TO COORDINATE ALL REQUIRED OPENINGS WITH THE CONTRACTOR PRIOR TO ANY WORK. THE WINDOW SUPPLIER IS RESPONSIBLE FOR CODE COMPLIANCE OF HIS PRODUCTS. SHOWERS/TUBS SHALL HAVE FLOORS AND WALLS TO 70" OF NON -ABSORBENT MATERIALS AS PER FBC 2017 REQ. ALL GLASS ALONG A TUB OR SHOWER, WITH A SILL LESS THAN SW SHALL BE TEMPERED AS PER FBC 2017 REG. AREA TABULATION LIVING: 2,455 SQ. FT. GARAGE: 451 SQ. FT. COVERED PATIO: 551 SQ. FT. ENTRY PORCH: 166 SQ. FT. TOTAL: 3,623 SQ. FT. 2v- 01CAFTWO s>vxv><cas PRONG: p72) M74W N'R' W.1R9ASURHCOASIDRAPL W 6.COM � s Q Q W x o z po U � 0 w Q y'a p F0 a0 0 zd" f-i 0 rW V H I,■■II aN� 00\w a am f� P40 'Ez A U<� WOtV owU Fes, 1 O V � W � EO 0 W ea® Z ass 1n J � "i CJ ID v N "1 `4 LL Ln U= eon J LU J \] N . n adn Zg 1N u Uj Lin a r //0 I� ENS�{f No 6608 a STATE OF It/- 0 Vt T � ONAL ��\ SCALE: 1/4" _ 1, 0„ JOB No: 520-1071 Al FLOOR LIGHT — — — — — — — _ -- — _-_. __.... _._ __ ... _--------`\ (MORON SENSOR) __- _.._ _-.- __ -- — I dr° ,,. �e ` 1 ■ I / 9'AFF MIN. 3 ■ —r ■■ a ■■ ■11101011■E4 ■ \ \ I— — — — — — — — — — o -- Oil °ice LOOR OUTLET J I ( I ILED BY OWNERI I I z I _x \x \I1 I I J I II im I 11 II I I 11 IN X I an II \ GR i Eli, IN r Ir v� ill 111 QI IIII - 1�1 in (M�OR LIGHT TION SENSOR) ■ ■ 1 III I- I I I II I f I ■ ■ ■ ■ ■ IN T 1M ��10 ■ f DISC. 1 I ■ II I I G° ` J "._.* / \I I i �^ i �(MO110N SENSOR) I I TO up{T sae 0 CU I I (FIELD L60AlE} I I I U2#3/CABLE 0 RHHN GA 1 I VVII EE / 0FI R C WITH (1) #4 GROUND 2" RGS OR I / ■ I ■ IMC CONDUIT I«_ R ._. — 200 AMP PANEL W/2 #3 0 THHN M ICIRCUITKER +(1) 1/0 CU 2 POLE, 1 PHA S CU OR EQUAL ■ GFQ IMINI lmMll■ m. � ■ M 20 1 I / III I F I I II II II `� II GFl I'I I I I ONLY) #4 SOLID COPPER GROUND TO 5/8"x20'-O" EMBEDDED IN FOUNDATION (OR NEC EQUAL) ELECTRIC LOAD C L PER NEC 2,455 sq. ft. x 3VA (GENERAL LIGHTING) 7,365 VA GARBAGE DISPOSAL 900 REFRIGERATOR 1,200 MICROWAVE 1,500 DISHWASHER 1,800 RANGE/OVEN 12,000 DRYER 5.000 WASHER 1,200 WATER HEATER 5,000 OPT. POOL PUMP 1500 OPT, POOL HEATER 6,000 OPT. WELL PUMP 2,000 OPT. IRRIGATION PUMP 2,000 MISC. 10,000 TOTAL 57,465 VA FIRST 10 KW 0100% 10,000 REMAINDER 040% 18,986 TOTAL 28,986 A/C HEAT 0 100% 10,000 TOTAL 38,986 VA TOTAL/240V 162.4 AMP. USE 200 AMP SERVICE PANEL ELECTRICAL NOTES: SMOKE DETECTORS TO BE 110V w/ BATTERY BACK UP -ARC FAULT CIRCUIT. SMOKE DETECTORS TO BE LOCATED AS SH WN. SMOKE DETECTORS TO BE INTERCONNECTED SO THAT ONE SMOKE DETECTOR ACTIVATES ALL SMO E DETECTORS IN THE RESIDENCE. PROVIDE ARC -FAULT PROTECTION FOR ALLIBRANCH CIRCUIT OUTLETS, PER N.E.C. 210.12 EXHAUST FANS TO BE VENTED THRU ROOF OR SOFFIT. PROVIDE PHONE AND TV OUTLETS, VERIFY LOCATIONS. MICROWAVE OUTLET TO HAVE DEDICATED CIRCUIT. ALL BATH, GARAGE, KITCHEN, AND EXTERIOR OUTLETS WHERE NOTED TO HAVE GROUND FAULT INTERRUPT. PROVIDE LEGIBLE DIRECTORY AT PANEL INDICATING INDIVIDUAL CIRCUITS. ALL WORK SHALL COMPLY WITH ALL LOCAL STATE AND NATIONAL CODES. CARBON MONOXIDE DETECTORS TO BE INST LLED WITHIN 10' FROM ALL BEDROOMS. PROVIDE TAMPER RESISTANT RECEPTACLES PER N.E.C. 406.11. RUN CONDUIT WITH PULL STRING FOR FUTURE POOL EQUIPMENT. CONTACT WINDOW MANUFACTURER ABOUT REQUIREMENTS TO MEET THE SHGC & U FACTOR. THE SHGC AND U FACTOR TO BE COORDINATED WITH ENERGY CALCULATIONS PROVIDED TO MEET ENERGY CODES REQUIRED. CCU WIRE BOND TO COLD WATER PIPE METER UNDERGROUND ELECTRICAL RISER 120/240 V, 1 PHASE, 3 WIRE SERVICE NO SCALE 1 #1 0 CU 2 # /0 RH SERVICES CAB WITH (1) #4 200 AMP PANEL MAIN BREAKER 40 CIRCUIT Ef 2 PO-E. 1 PHASE 00 AMP DISC-.—' REQUI RED FOR XTENDED SERVICE ONLY) CU WIRE BOND TO COLD WATER PIPE ELECTRICAL SYMBOL LEGEND SWITCH $ DIRECT WIRE ® LIGHT FIXTURE �1 3-WAY SWITCH $� THERMOSTAT © CEILING MOUNTED 4-WAY SWITCH $4 PHONE p LIGHT FIXTURE ip w/PULL SWITCH DIMMER SWITCHn TV JACK 120V OUTLET SMOKE DETECTOR Q RECESSED LIGHT { HALF —HOT OUTLET CARBON MONOXIDE O RECESSED VAPORPROOF LIGHT DETECTOR v 220V OUTLET V EXHAUST FAN v SAW FLOOD LIGHT GF1 OUTLET PUSH BUTTON In WP GFI OUTLET rrr7TTTfff���� DOOR CHIMES If 900 CEILING FAN with (� OR ALARM PAD o LIGHT QUAD OUTLET PANEL L= A/C DISCONNECT METER Ec:�, GARAGE DOOR = __ � FLUORESCENT CEILING OPENER LIGHT FAN JUNCTION BOX O SPEAKER GARBAGE DISP. ( LIGHT FIXTURE WALL MOUNTED EXHAUST VENT THRU' SOFFIT REVIEWED FOR CODE COMPLIANCE - ST. LUCIE COUNT' BOCC VENT THRU ROOF FLEX PIPE) FILE ' ... CVI.IEIIRC4IV C0 WEATHER HEAD - 2" RGS OR IMC CONDUIT W/2 #3 0 THHN +(1) 1/0 CU CU OR EQUAL EXHAUST VENT THRU' ROOF OVERHEAD SERVICE FROM FPL 2" RGS SERVICE DETERMINED BY POWER COMPANY +(1}21/0 CU CU) #4 SOLID COPPER GROUND TO 5/8"x2O'-O" REBAR EMBEDDED IN FOUNDATION (OR NEC EQUAL) ABOVE GROUND ELECTRICAL RISER 120/240 V. 1 PHASE, 3 WIRE SERVICE NO SCALE o r C $31" II�I�I�It�ll�l_I�I�IOI�I_I�I�li::al�l��' R�1 II I ®II �bo'— - �3 r*&Vd//.///// MEANI��1� I' \ I �'I/I/I/I/rli/I� / I� F / 11 / /�I/I/II IIPA II �/I 'PAP IF II ..E� - ®® ..®®1 SIC =_ �— — .�.�.;����•�•,.._-_ I 1oa-mw um .� Fa XR F + -I- + 1.10* + + ,11�����09iiii :Elk -8 I ) r r rr NOTE: Hangers @ Ledgers by Others. 19-08-09 1]-00-00 3 ROOF SHEATHING 'ATTACHMENT REQUIREMENTS Z ZONE NAILS AT 6" O.C. PERIMETER AN 6" O.C. FIELD w a ZONE � NAILS AT 6" D.C. PERIMETER AN 6" O.G. FIELD _ ZONE NAILS AT 4 O.C. PERIMETER AN 6" O.C. FIELD NOTE ROOF SHEATHING SHALL BE 19 32 THICK CDX PLYWOOD ROOF SHEATHING FASTENED T ROOF FRAMING WITH 8d RING -SHANK NAI S (PER FRC803.2.3.1) SPACED PER ZONE Q DESIGNATIONS AS SHOWN ABOVE. EAYE o A = 5 "A" I Hatch Legend zz WALL HEIGHT 100-8' WALL HEIGHT 12'"8' WALL HEIGHT 90"4' CEILING @ 12'-B- P7 CEILING @ 11'-8- CEILING @ 10'"4- BEARING WALL— 2X6 01 1'-4" O.C. A TRUSS CONNECTOR SCHEDULE TRUSS BEARING POINT TRUSS ACTUAL UPLIFT CONNECTOR ID CONNECTOR UPLIFT DESIGN FASTENERS NOTES GRA, GRH, GR4 A <3650 (1)-MGT 3965f (1}-5je" TBRD. ROD EPDXIED7' MIN. 6 (22)-10d AT CBS BEARING ATD, Dl D El, E, dRE B <400� (1)-HTJ28 78 0# (6)-1/4"zl 3/4" TITEN 2 & (4)-10d z_1-1/2" TO LEDGER ALL OTEIRR CBS EACH <1730/ (1)-HETA12 17300 (7)-16d AT CBS BEARING �G LSSS OTHIGIS AT ISS mw EACH <1000# (1)—MTS 18 1000/ (14)-10d z 1 1/2" AT FRAME BEARING NOTE: ALL STRAPPING TO BE M PSON STRONG -TIE AS SPEC> D NOTES: QVALLEY S MAY BE ATTACHED WITH SIMPSON VTCR W/(4)—/9 SO x 2)1" TO AND (3)—/9 ED x I)r TO VALLEY TRUSS IN LIEU OF MTSIG AS STATED. VTCR SHALL HE DISTMIA0 AT EACH END AND 24 O.C. MAL 2 USE SIMPSON EPDXY STRONG TIE SYSTEM WTTH L2' MIN. SMBEDMENT FOR ANCHOR BOLTS (AJI.). TRUSS NOTES: 1. ALL ROOF TRUSSES TO BE DESIGNED) BY TRUSS COMPANY'S ENGINEER. 2. CONTRACTOR TO PROVIDE THIS ENGDI M AND B➢DDWG DEPARTMENT WPTR ENGINEERED TRUSS D%WINGS BEFORE INSTALLING TRUSSES. S. CONTRACTOR TO VERIFY ALL ROOF CONDITIONS, AND DIMENSIONS RE ORDERING. AND INSTALLING TRUSSES. 4. TRUSS TO TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY. 5. SEE TRUSS CONNECTOR SCHEDULE FOR TRUE TO WALL CONNECTIONS. 10d x 1 1/2' - SIMPSON'S SUPPLIED EQUIVALENT NAIL FOR COMMON 10 PENNY WEIGHT NAIL SOS = SIMPSON'S STRONG —DRIVE 1/4' DIA.. WOOD SCREW (OR EQUAL) ES: 1. DESIGN UPLIFT REACTIONS HAVE BEEN DETERMINED AND PROVIDED BY THE TRUSS MANUFACTURER'S SHOP DRAWING (CHAMBERS TRUSS: JOB NO. 77,67) D RENEWED} BY THIS STRUCTURAL ENGINEER FOR DETERMINATION OF THE TRUSS CONNECTOR TYPE AND ALLOWABLE LOADS NOTED IN THE TR 2. LATERAL SHEAR FORCES (Fi) AND TRANSVERSE LOADS (F2) ON TRUSS CONNECTORS HAVE BEEN EVALUATED IN ACCORDANCE WITH THE 2D17 FBC—RESIDENTIAL CODE. 3.. ALL TRUSS TO PERIMETER B" CMU WALL CONNECTORS SHALL BE META 1Z UNLESS DESIGNATED OTHERWISE ON THE ROOF FRAMING PLAN. 4. MINIMUM 4' EMBEDMENT WITH MINIMUM EDGE DISTANCE OF 2" REQUIRED FOR META. STRAPS GAST—IN—PLACE 5. TRUSS ANCHOR —META 16 STRAP ALL BE PROVIDED WITH 'TSS" MOISTURE BARRIER SEAT. 6. ANCHORS. HANGERS, AND TIE STRAPS AS SHOWN IN THE ABOVE SCHEDULE ARE IDENTIFIED ON THE ROOF FRAMING PLAN. SUBSTITUTION OF APPROVED EQUAL OR BETTER ANCHORS HANGERS AND TIE STRAPS FOR THE SPECIFIED ALLOWABLE LATERAL & UPLIFT LOADS ARE ACCEPTABLE. 7. THE SIMPSON STRONG —TIE CONNECTOR ALLOWABLE LOAD VALUES SHOWN IN THE ABOVE SCHEDULE ARE THE C-2018 PUBLISHED VALUES BASED ON WOOD TRUSSES FABRICATED USING SOUTHERN YELLOW PINE AND INCLUDE AN APPLIED 1/3 STRESS INCREASE FOR WIND LOAD DURATION ONLY, IN ACCORDANCE WITH NDS ALLOWABLE STRESS DESIGN PERMITTED FOR WOOD OR FASTENERS IN WOOD. B. PROVIDE SUITABLE PRE —FORMED LIQUID APPLIED MOISTURE BARRIER BETWEEN BOTTOM CHORD OF ROOF TRUSS AND TOP OF MASONRY WALLS, WHEN BARRIER IS NOT PROVIDED WITH TRUSS CONNECTOR. 9. SIMPSON STRONG TIE ANCHORS AND. STRAPS PRODUCTS SHALL BE HOT DIPPED (H.D.) ZINC —GALVANIZED PER ASTM A123 TO 090 AS MEASURED BY ASTM A65A OR BETTER. 10. ALL CARBON STEEL ANCHOR BOLTS FASTENERS AND NAILS UNLESS OTHERWISE SPECIFIED SHALL BE HOT DIPPED ZINC —GA LVANIZED ALVANIZ® IN ACCORDANCE WITH ASTM A153 STANDARDS. 1L ANCHOR BOLTS (A.B.) SHALL CONSIST OF 'J' BOLTS WITH MIN. EMBEDMENT OF 10' CAST —IN -PUCE AT TIME OF WALL GROUTING WORK, SETTING ACHOR BOLTS AFTER WALL CONSTRUCTION SHALL CONSIST OF A THREADED ROD (ATR) DRILLED AND ANCHORED. WITH HILTI HIT RE-500 INJECTION EPDXY SYSTEM (OR SIMPSON EPDXY —TIE (ET) EPDXY ADHESIVE) IN STRICT ACCORDANCE WITH MAN RER'S WRITTEN INSTALLATION INSTRUCTIONS. MINIMUM EMBEDMENT DEPTHS SHALL BE AS FOLLOWS: ANCHOR DIA. HOLED A . EMBEDMENT DEPTH (MIN.1 'Ne' 12' 1" 12' ` EVISION RC�vjF�„ pppE C EU jr ST. LIJCI C�V N soc� N,-v FILE Copy (2) 2x10 P.T. LEDGER BOARD NAILED TOGETHER WITH (2) 16d NAILS 01 20 O.C. (MAX.) AND FASTENED TO MASONRY WALL WITH Y4O WEDGE A.B. x 6" MIN. EMBEDMENT. SET A.B. 6" FROM EACH WALL CORNER AND 24" O.C. MAX. ALONG o ° SOLID GROUTED TYPICAL LEDGER DETAIL A STUD WALL LEDGER BOARD. ALL A.B. MUST BE SET INTO SOLID u 8" CMU WALL — GROUTED FILLED MASONRY D SCALE: N.T.S. D ROOF TRUSS e ° (2) 2x12 P.T. LEDGER BOARD NAILED TOGETHER WITH (5) #14x4" WOOD SCREWS ® 1'-4" O.C. EACH PLY ROOF TRUSS PLYWOOD SHEATHING NAILING SCHEDULE LOCATION NAIL SIZE/TYPE EDGE SPACING FIELD SPACING NOTES WALL Z SHEATHING (15/32") O N ALL WALL ZONES 8d COMMON 6" O.C. 6" O.C. E 8d Ring Shank, 4" O.C. 4" O.C. (OVERHANGS) Z ROOF SHEATHING (19/32") 0 N 2 Q' 8d Ring Shank g 4" O.C. 6"" O.C. E 1O Bd Ring Shank 6" O.C. 6" O.C. 8d RING —SHANK NAILS SHALL HAVE THE FOLLOWING MINIMUM DIMENSIONS: 1. 0.113—INCH NOMINAL SHANK DIAMETER 2. RING DIAMETER OF 0.012 OVER SHANK DIAMETER 3. —16 TO 20 RINGS PER INCHES 4. 0.280 INCH FULL ROUND HEAD DIAMETER 5. 2Nk"-INCH NAIL LENGTH D NOTE; LEDGER BOARD WEDGE ANCHOR BOLT SHALL BE: HILT KWIK BOLT 3 EXPANSION --- ANCHOR OR EQUAL INSTALLED WITH SIMPSON HU28 HEAVY DUTY WASHER AND (6) Y4" x 1�1'4" TITEN2 & HEAVY HEAD NUT. (OR BETTER) ° 6 (4)-10d x 1 X" TO LEDGER ® AND (6)-16d TO TRUSS D o b JOIST HANGER SEE ROOF FRAMING PLAN AND TRU S CONNECTOR SCHEDULE FOR ,,SIZE AND TYPE) TYPICAL LEDGER DETAIL C WALL SCALE: N.T.S. ij�_ DRAFTING SERVICES �owrrrwrea.,.. PHONE: (M) zi7-79C P' W W.TRHAfiURHCAA4TDAAFfINO.COM 0 "s > z Iq P1 Q z ZZ 0 zy o Q pp0 N� Q z4 w 0 0 zw A w A l;j) 0zw aON V)� u IV rnNaA F-I W U W a 00 vi W I� ' 0 0 0 x 1 V �Z v m � V d' w m nD Z m J m LLI = N u- Lon LL p w 9p v�iwU � o6 sp in ZLU I—= V In te u1 In a ly IN �CENS 66G STATE OF • W � aS70NAL D1�e'01��� SCALE: 3/16" =1'-0" JOB No: 520-1071 Ir, =LIFE SAFETY WARNING his symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPPi ACING NOTE All trusses are to be set 2'-0" on center except as noted. Y BACI< TRUSSES rt".1-Z ATTACHED AND BRACE: PER ENGINEEFI D TA LS !! MUM HIP CARRIER LOCATED ASDINE:NCONEDONLAMOUT FABRICATION AGREEMENT Do not s stand o ' uss �r rn f c! Q } } tr are braced per BCSI & p r' 41r?.^ear' nailed {ro Straps and p Y �7 ha„gers 11 TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED A,RAGE N WITH CRANE .. ,a; h ,, I " ,,., , - t , - e I P. 1 ..� I N ADVANCE , 0., - a I I .. R r -,F�iANCE FOR , EADER BAR OF 41 6 IN LENGTH.. coRNoeR Rs ARE NOTaEyFNp - d The undersigned acknowledges and agrees: 1. Trusses will made in strict accordance with this buss placement diagram layout, which' is the sale authority for; ,', , . sf determining successful fabrication GF the fusses. _ ENOINE R11UG E"G'"E�'NG. c> x§ 2. All dimensions in this layout have been verified by the. undersigned 3, Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of daily" the 53-00-00 _ _ _ _ - - - -. undersigned agrees that no backchalges will be allowed. In the event such written notice is furnished Chambers Truss 'shall have three (3) business days in which to begin repairs required, or to substitute other trusses at Chambers option. �- After 10 days of delivery remedy will be according to Florida statute 55B. 4, The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA. M a N v o r r r v '.m a m _ I 1 5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery.. Chambers Truss has - MULTIPLE PLY TRUSSES MUST BE FASTENED a a a a a a a a a a a a a a m m m the sole authority, to determine the suitability of the fob site or a portion of the fob site for delivery. Chambers Truss Wil TOGETHER PER ENGINEERING BEFORE X--� be responsible for dump delivery only. The buyer is responsible for additional delivery expenses 9 Chambers Truss has AWINGLL to redeliver because job site is not prepared for delivery or buyer Is not prepared for delivery of trusses. Buyer is SETTING. REFER TO ENGINEERING DR _ _„ _ CORWRJACra responsible to Chambers Truss for towing costs due to site conditions. TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp nor less 60 degrees or less 4 - - I :.... o g 'I I I 17 1 3 5 7P 7P 7 .........._ Ta9lrmof —Apro. 2r3 to s2PP of Span 7A REFER TO SCSI REFER TO BCat Truss must be set this way rf mane Is used. Truss mast be set this way @crane is used. Truss is an exemRle. Your truss may not match. Truss is an example, your truss may not match. - Insist crepe operator sets truss this way. Insist Crane operator sets truss this way. J7A All load bearing walls, headers, 7A beams, & lintels must be in place at Indicated height before trusses J7^ f A are installed. 7A AIR HANDLER NOTE J7A a Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C J7A requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C - Contractor. _1 WARNING ! • � J7 The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing y in wood roof trusses about the safe erection of these trusses. The engineer should be at J7 the job site when trusses are erected to provide supervision and advice. .. REPRESENTS THE LEFT SIDE OF J7 EACH TRUSS DRAWING J7 SEAT PLATES BY CHAMBERS TRUSS 7 REPRESENTS A HANGER �eam GR4 HANGER SCHEDULE i. D2 USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED TRUSS S CARRYING HANGER ID. TRUSS FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS GRB ' GR5 THDH28-2 1t)-I6d 36-16d y 'Please refer to Standard Engineering package for general instuction on installing hangem 10d=0.148" x 3" 16d=0.162" x 3 112" Hatch Legend WALL HEIGHT'101-8' WALL HEIGHT '12F-8' WALL HEIGHT'S'-4' CEILING @ 12'-891 CEILING @ 11'-811 CEILING f@ 101-411 2-PLY Llkx -tit s�orir_tr• 10'-8" BRG. Xr ,V 1 Ott Ledger g Others 0 0 13.01-08 1�V7.ra>Ia.,wm 4 - + +- �... ..+ _ ♦ lb NNE_ +l +- or I CILI V I 72//. 4 r f ONLYI Z1 "" ' 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour, CORNER DETAIL lee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum reed to, or if no agreement a reasonable rice. l OMH0NG9 NOT SHMNFOR CLARITY Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of; i delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay. Chambers Truss 1 attorneys fee for collections in nt of t not month service charge will ba /_�►.__ PIGGYBACKDETAIL 8, gnaturre added for all o sinti is anywhere not paid Within on this sheet constitutes agreement t toaall terms hebreinr I 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees MATERIAL & LABOR TO ATTACH PIGGYBACKS payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the i IS THE RESPONSIBILITY OF THE BUILDER. 0 undersigned agrees to pay such indebtedness including attomey's fees, I default in payment for material be made by the FNLURE RO ATTACH AS BHOwN CAN RESULT IN FAILURE OF ROOF, INJURY, AND LOSS OF LIFE, FAILURE CAN OCCUR DURING INSTALL4i1O,N OR LATER -I recipient, �;', 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to -. herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida 11. Design responsibilities are per WiNatiortal Standard And Recommended Guidelines On Responsibilities Forl, Construction Using Metal Plate Connected Wood Trusses ANSIITPIMTCA 4 - 200231 12. Warranty Is per Chambers Truss Warranty attached i tI DATED n _ .`,'Na. SIGNED 'Nc .m""i .a"" wAleN xcyntlmun FOR TITLE ApNr lslaral b0cir0 as b2se t¢ _...m sl. ..:..._ A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are CONNECTIONS DESIGNED set, failure to do so can result in roof collapse. r; AND SUPPLIED BY OTHERS Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. :+Mr, Trusses must be set lumb and square I I -904 V IS O Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES r J t "{r' 4gtcan er venue Fort Pierce, Florida 34982.6423 800-551-5932 Fort Pierce 772.465-2012 Fax 772-465.8711 Vero Beach 772-569.2012 Stuart 772.286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM J REVS J - CODE S ay kie cow E3 E2 MITEk VERS10N 7.4.1:431 LOADINGIDESIGN CRITERIA REDUCIBLE J - - PER CODE SUCH As SBC 1604.6.1 Et I DESIGN CRITERIA County ST. LUCIE Building Department ST. LUCIE GO. wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake oRE SQUARE :CUT END � Z Lop ing d LIin Sve Roof R.D.L. Floor 2X4 TOP CHORD L- Top Chord Dead 7 4.2 0 WALL HEIGHT 9' 4" & 12' 8" Sottom Chord Live •10-Non Conwureot 0 J3 - END DETAIL: TYPICAL - 'Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 - 1 Duration Factor 1.25 0 Wind Speed 170mph J1 i ?op Chord C.B. Sheathing by builder Bottom Chord C,B. Sheathing by builder ,V Highest Mean Height 16 Building Type Enclosed Building Category H: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 2_Q, _ R.D.L.=Restraining Dead Load C.6=Continuous Bracing Verify DESIGN CRITERIA shown above withthe I r building department antl your engineer. �r eno-r j C©kt�or mo-nc a Design Criteria is the responsibility of the Building Designer and/or Engineer of Record -----------------____ I NOTE: Hangers @ Ledgers by ENS ) � � ��°P��J--�9� Chambers Truss Inc. Drawing Name: 77367 r�,.' ,Go , c , SCALE: 114" = V-Orr I Others. iv . sso 167 total trusses, 51 unique designs STATE '� e 03118/21 Reviewed by: — �ODate: :" FOR o IQP ? .� tvaliii``� WILLIAM VEGA 12DO1 IJe5li I't �hsi�s DESCRIPTION: vrntry,t VEGA 53-00-00 Page 1 of 1 CUSTOMER INITIALS EACH PAGE , - - 77367 '\NV 10'-8" BRG, 0 FAA J7 CD uS 4 J7 ti J7 J7 2-PLY