Loading...
HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek 0 RE: J34881 - J34881-Peterson, Mike -Peterson Res. MiTek USA, Inc. Site Information: Customer Info: Peterson, Mike Lot/Block: Address: Dyer Rd. City: Port St. Lucie Project Name: Peterson Res. Model: Subdivision: State: FL Name Address and License # of Structural Engineer of Record, If there is or Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Desig Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/2, Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 25 individual, Truss Design Drawings and 0 Additional With my seal affixed to this sheet, I hereby certify that I am the Truss Design conforms to 61 G15-31.003, section 5 of the Florida Board of Professional En, Seal# I Truss Name I Date I No. I Seal# ITruss Name Date 111/10/1 T12485153 IA01G 11/10/17 118 1 T12485170 I ZCJ3 T12485154 I A02 111/10/17 119 I T12485171 I ZCJ5 1 11/10/1 T12485155 IA03 111/10/17 120 I T12485172 I ZEJ3 1 11/10/1 T12485156 I A04 111/10/17 121 I T12485173 I ZEJ5 1 11/10/1 T12485157 A05 111/10/17 122 1 T12485174 I ZEJ7 1 11/10/1 T12485158 A06 111/10/17 123 1 T12485175 I ZHJ3 1 11/10/1 T12485159 I A07 111/10/17 124 I T12485176 I ZHJ5 1 11/10/1 T12485160 I A08 111/10/17 125 I T12485177 I ZHJ7 1 11/10/1 10 I T12485162 I A10G 111/10/17 11 I T12485163 I A11 111/10/17 12 I T12485164 I Al2 111/10/17 1:; IT124,95165IR01 111/10/17 15 16 17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter 2. 6904 Parke East Blvd. Tampa, FL 33610-4115 for the building. Mills, Short & Associates 800 8th Street, Vero Beach O Ammved as Corrected Rejecled O Revise and Resubmit O Sut "Specified item 'M roview is only for general conformance IW tltla*d tbi5;W t of the project and rMOMMmpdiance with the information given in the Contract Documents, Corrections or comments made On the shop drawings during this review do not Wove Contractor from loomplianoe with the requirements of the plans and speciflclItions. Approval of a specific item Jshan not include approval of an assembly of J Ich the item is a component. Contractor is Jnespo W610 fbr dimensions to be confirmed fared cwsk ted at 8re joWte: information that Mtalna solely to ttte fabrication p moesses or to means, methods, technkues, sequences and prceduras OfOWMI'ucxion: coordination of the VVft of ail trades: and fbr performing all work Ina safe and satisfactory manner. . SL rS� 4le00 .0 E N�'� 53'689. t MICNel S ,Magid PEN049081 MiTekUSA, Inc. FLCeri 6634 te,FJullParRe.EastBlvd.TampaFL3 Dae Copy Date,. �L1' November 10,2017� Magid, Michael 1 of 1 :, I Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485153 J34861 A01G HIP GIRDER 2 A '+ Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 Mil ek Industries, Inc. Fri NOV 10 13:22:28 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-skfrOS1 dFToSgnmyhTKVNJ7zpyzmlblGPllzgbyKa29 4 6-11 8-3 4 12-1-8 1 210-13 17 8-3 23A-0 28-11-13 31-9-2 a3 6-8, 38-4-12 42-1-5 46-8-0 4 6-11 3-10 4 2-9-6 2-9-6 5-7-13 5-7-13 2-9 6 1-9 6 4-10 4 3 8 8 4 6-11 6x6 = 5x6 7 38 4x8 M18SHS % 3x4 II 6 4x6 � 5 5.00 12 4 3 4x4 i 2 5 8x10 M18SHS = 24 8x12 = o HGUS28 2 4x4 14 Scale = 1:82.0 0 1J29 28 27 26 3x6 II 8x12 = 19 18 17 16 4x10 15 0 HGUS28-2 4x10 � 2x4 II 6x10 = 3x4 II 3x4 II 6x10 = 2x4 II For ply to ply connection with screws as specified in note 1 below, screws must be WIND DESIGN USING MWFRS ONLY, installed per manufacturer's details PER FOR REQUEST. TYPICAL IN THIS JOB. and specifications. 4-6- 8-3 12-1-8 1 -1 1 -8-3 -4-0 8- - 3 33-6-8 3 -6- 38-4-1 42- -5 13 4-6-11 3-8 8 3-10-4 0- 4 6-11 5-7-13 5-7-13 4 6-11 0- 3-10 4 3-8-8 4 6-11 4x8 = 6x6 = 8 399 5x6. 10 3x4 II 4x8 M18SHS 11 4x6 � - 12 13 Ffl 20 23 22 21 8x10 M18SHS = 6x8 M18SHS = Plate Offsets (X,Y)-- [3:0-2-8,0-2-0], [7:0-3-12,0-3-12], [9:0-3-12,0-3-12], [13:0-2-8,0-2-0], [17:0-4-0,0-2-8], [20:0-3-0,0-5-12], [21:0-6-0,0-6-0], [24:0-6-0,0-6-0], [25:0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.70 23 >801 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(TL) -1.75 23 >320 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.98 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 1530 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP DSS `Except' TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. 7-9: 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: BOT CHORD 2x6 SP SS *Except* 10-0-0 oc bracing: 25-27, 18-20 5-27,11-18: 2x4 SP No.2, 22-25,20-22: 2x8 SP SS WEBS 2x4 SP No.3 *Except* 25-28,3-25,17-20,13-20: 2x4 SP 285OF 1.8E 6-25,10-20,6-24,10-21: 2x4 SP No.2, 7-24,9-21: 2x8 SP No.2 REACTIONS. (Ib/size) 1=997410-8-0, 15=9974/0-8-0 Max Horz 1=-202(LC 23) Max Uplift 1=-1575(LC 8), 15=-1575(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-22137/3473, 2-3=-23649/3690, 3-5=-50414/7610, 5-6=-49727/7559, 6-7=-36107/5400, 7-8=-34043/5113, 8-9=34043/5113, 9-10=-36106/5400, 10-11=-49727/7559, 11-13=-50414/7610, 13-14=-23649/3690, 14-15=-22137/3473 BOT CHORD 1-29=-3124/20163, 28-29=-3124/20163, 27-28=-107/704, 5-25=-138/1341, 24-25=-5506/38084, 23-24=-4794/35214, 21-23=-4794/35214, 20-21=-5506/38084, 11-20=-141/1341, 17-18=-107/704, 16-17=-3124/20163, 15-16=-3124/20163 WEBS 2-29=-979/179, 2-28=-252/2072, 3-28=-16247/2449, 25-28=-3979/26342, 3-25=-3561/24799, 6-25=-1987/12561, 7-24=-1937/12521, 8-24=-1868/123, 8-21=-1868/122, 9-21=-1937/12521, 10-20=-1987/12561, 17-20=-3979/26342, 13-20=-3561/24799, 13-17=-16247/2449, 14-17=-254/2072, 14-16=-979/179, 6-24=-7325/1260, 10-21=-7325/1260 NOTES- 1) 4-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected with FMTSZO06 screws as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 3 rows staggered at 0-5-0 oc. Web connected with 1 Od (0.131 "x3") nails as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ;onti ed on Page 2 WARN NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 134881-Peterson, Mike -Peterson Res. T12485153 J34881 A01G HIP GIRDER 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:28 2017 Page 2 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-skfrOS1 dFToSgnmyhTKVNJ7zpyzmlbl GPllzgbyKa29 NOTES- 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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-O-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1575 lb uplift at joint 1 and 1575 lb uplift at joint 15. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 12-1 Old Truss) or equivalent spaced at 10-8-11 oc max. starting at 17-11-10 from the left end to 28-8-6 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-90, 7-38=-165, 38-39=-381, 9-39=-165, 9-36=-90, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-496 9=-496 24=-5415(B) 21 =-5415(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-75, 7-38=-150,i38-39=-337, 9-39=-150, 9-36=-75, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-428 9=-428 24=-4722(B)21=4722(B) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-30, 7-38=105, 38-39=-242, 9-39=-105, 9-36=-30, 1-27=-40, 26-27=-40, 20-25=40, 18-19=-40, 15-18=-40 Concentrated Loads (lb) Vert:7=-316 9=-316 24=-3538(B)21=-3538(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=12, 7-38=41, 8-38=13, 8-39=-3, 9-39=-57, 9-36=22, 1-27=-6, 26-27=-6, 20-25=-6, 18-19=-6, 15-18=-6 Horz: 7-32=-22, 9-36=32 Concentrated Loads (lb) Vert:7=125 9=125 24=976(B)21=976(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=22, 7-38=57, 8-38=-3, 8-39=13, 9-39=-41, 9-36=12, 1-27=-6, 26-27=-6, 20-25=6, 18-19=-6, 15-18=-6 Horz: 7-32=-32, 9-36=22 Concentrated Loads (lb) Vert:7=125 9=125 24=976(B)21=976(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=43, 7-38=-106, 38-39=-229, 9-39=-106, 9-36=-15, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=13, 9-36=15 Concentrated Loads (lb) Vert:7=-282 9=-282 24=990(B) 21 =990(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-15, 7-38=106, 38-39=-229, 9-39=-106, 9-36=-43, 1-27=-20, 26-27=-20, 20-25=20, 18-19=-20, 15-18=-20 Horz: 7-32=-15, 9-36=-13 Concentrated Loads (lb) Vert:7=-282 9=-282 24=990(B)21=990(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=34, 7-38=41, 38-39=13, 9-39=41, 9-36=34, 1-27=-6, 26-27=-6, 20-25=-6, 18-19=-6, 15-18=-6 Horz: 7-32=44, 9-36=44 Concentrated Loads (lb) Vert:7=125 9=125 24=976(B)21=976(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=18, 7-38=57, 38-39=-34, 9-39=-57, 9-36=18, 1-27=-6, 26-27=-6, 20-25=6, 18-19=-6, 15-18=-6 Horz: 7-32=-28, 9-36=28 Concentrated Loads (lb) Vert:7=54 9=54 24=976(B)21=976(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-31, 7-38=106, 38-39=-221, 9-39=-106,9-36=-31, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1, 9-36=-1 Concentrated Loads (Ib) Vert: 7=-263 9=-263 24=990(B) 21=990(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-31, 7-38=106, 38-39=-221, 9-39=-106, 9-36=-31, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1. 9-36=-1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 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 ANSViP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485153 J34881 A01G HIP GIRDER 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:28 2017 Page 3 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-skfrOS1 dFToSgnmyhTKVNJ7zpyzmlblGPllzgbyKa29 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-263 9=-263 24=990(B) 21=990(B) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 7-32=-30, 7-38=-105, 38-39=-203, 9-39=-105, 9-36=-30, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-225 9=-225 24=-2643(B) 21 =-2643(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-84, 7-38=-151, 38-39=-356, 9-39=-151, 9-36=-64, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=9, 9-36=11 Concentrated Loads (lb) Vert:7=-471 9=-471 24=473(B) 21 =473(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-64, 7-38=151, 38-39=-356, 9-39=-151, 9-36=-84, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=-11, 9-36=-9 Concentrated Loads (lb) Vert:7=-471 9=-471 24=473(B) 21 =473(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-76, 7-38=151, 38-39=-350, 9-39=-151, 9-36=-76, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1, 9-36=-1 Concentrated Loads (lb) Vert: 7=456 9=-456 24=473(B) 21=473(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-76, 7-38=151, 38-39=-350, 9-39=-151, 9-36=-76, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1. 9-36=-1 Concentrated Loads (lb) Vert:7=-456 9=456 24=473(B) 21 =473(B) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-90, 7-38=165, 38-39=-381, 9-39=-165, 9-36=-30, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-496 9=-496 24=-541 5(B) 21 =-5415(B) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-30, 7-38=165, 38-39=-381, 9-39=-165, 9-36=-90, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-496 9=496 24=-5415(B) 21 =-5415(B) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-75, 7-38=-150, 38-39=-337, 9-39=-150, 9-36=-30, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-428 9=-428 24=4722(B)21=-4722(B) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-32=-30, 7-38=150, 38-39=-337, 9-39=-150, 9-36=-75, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Concentrated Loads (lb) Vert:7=-428 9=428 24=-4722(B) 21=-4722(B) 21) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=12, 7-38=41, 8-38=13, 8-39=-3, 9-39=-57, 9-36=22, 1-27=-6, 26-27=-6, 20-25=6, 18-19=-6, 15-18=-6 Horz: 7-32=-22, 9-36=32 Concentrated Loads (lb) Vert: 7=125 9=125 24=-3801(B) 21=-3801(B) 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=22, 7-38=-57, 8-38=-3, 8-39=13, 9-39=-41, 9-36=12, 1-27=-6, 26-27=-6, 20-25=-6, 18-19=-6, 15-18=-6 Horz: 7-32=-32, 9-36=22 Concentrated Loads (lb) Vert: 7=125 9=125 24=3801(B) 21=-3801(B) 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 7-32=43, 7-38=-106, 38-39=-229, 9-39=-106, 9-36=-15, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=13, 9-36=15 Concentrated Loads (lb) Vert:7=-282 9=-282 24=-3787(B)21=-3787(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-15, 7-38=106, 38-39=-229, 9-39=-106, 9-36=-43, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=-15, 9-36=-13 Concentrated Loads (lb) Vert:7=-282 9=-282 24=-3787(B) 21 =-3787(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485153 J34881 A01G HIP GIRDER 2 w '+ Job Reference (notional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:28 2017 Page 4 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-skfrOS1 dFToSgnmyhTKVNJ7zpyzmlblGPllzgbyKa29 LOAD CASE(S) Standard 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=34, 7-38=-41, 38-39=13. 9-39=-41, 9-36=34, 1-27=-6, 26-27=-6, 20-25=-6, 18-19=-6, 15-18=-6 Horz: 7-32=-44, 9-36=44 Concentrated Loads (lb) Vert: 7=125 9=125 24=-3801 (B) 21 =-3801 (B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 7-32=18, 7-38=-57, 38-39=-34, 9-39=-57, 9-36=18, 1-27=-6, 26-27=-6, 20-25=-6, 18-19=-6, 15-18=-6 Horz: 7-32=-28, 9-36=28 Concentrated Loads (lb) Vert: 7=54 9=54 24=-3801(B) 21=-3801(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-31, 7-38=-106, 38-39=-221, 9-39=-106, 9-36=-31, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1, 9-36=-1 Concentrated Loads (lb) Vert:7=-263 9=-263 24=-3787(B)21=-3787(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 7-32=-31, 7-38=-106, 38-39=7221, 9-39=-106, 9-36=-31, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1, 9-36=-1 Concentrated Loads (lb) Vert: 7=-263 9=-263 24=-3787(B) 21=-3787(B) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 7-32=-84, 7-38=151, 38-39=-356, 9-39=-151, 9-36=-64, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=9, 9-36=11 Concentrated Loads (lb) Vert:7=-471 9=47124=-4873(B)21=-4873(B) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert:7-32=-64, 7-38=151, 38-39=-356,9-39=-151,9-36=-84, 1-27=-20, 26-27=-20, 20-25=-20,18-19=-20, 15-18=-20 Horz: 7-32=-11, 9-36=-9 Concentrated Loads (lb) Vert:7=-471 9=471 24=-4873(B)21=-4873(B) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 7-32=-76, 7-38=151, 38-39=-350, 9-39=-151, 9-36=-76, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1, 9-36=-1 Concentrated Loads (lb) Vert:7=-456 9=-456 24=-4873(B)21=-4873(B) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 7-32=-76, 7-38=-151, 38-39=-350, 9-39=-151, 9-36=-76, 1-27=-20, 26-27=-20, 20-25=-20, 18-19=-20, 15-18=-20 Horz: 7-32=1, 9-36=-1 Concentrated Loads (lb) Vert:7=-456 9=456 24=-4873(B)21=-4873(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 prop edy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485154 J34881 A02 HIP 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:29 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-KxCDcn 1 GOmwJlxL8FArkwXf7YLK91 OPQePUWM 1 yKa28 6-8-6 12-1-8 16-0-4 i 23-4-0 W-7-12 i 33-6-8 1 39-11-10 _ 46-8-0 J 6-8-6 5-5-2 3-10-12 7-3-12 7-3-12 2-10-12 6-5-2 6-8_6 6 5x8 = 2x4 11 5x8 = 5 2829 6 Scale = 1:80.7 21 20 19 12 11 10 4x6 = 4x8 = 3x4 II 3x4 II 4x8 = 4x6 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 6-8-6 2- -8 6-0 3-4-0 30-7- 33-6-8 3 -6 39- 1- 0 6-8-0 6-8-6 5-5-2 -0- 2-10-12 7-3-12 7-3-12 2-10-12 -0- 5-5-2 6-8-6 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress [nor YES BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 3-20,7-11: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=2590/0-8-0, 9=2590/0-8-0 Max Horz 1=-186(LC 6) Max Uplift 1=-638(LC 8), 9=-638(LC 8) CSI. DEFL. in (loc) Udell L/d TC 0.78 Vert(LL) -0.65 16 >857 240 BC 0.83 Vert(TL) -1.49 14-16 >375 180 WB 0.97 Horz(TL) 0.76 9 n/a n/a Matrix -AS PLATES GRIP MT20 244/190 Weight: 520 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 18-20, 11-13 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5567/1371, 2-3=-9953/2388, 3-4=-9910/2464, 4-5=-7290/1854, 5-6=7290/1854, 6-7=-9910/2464, 7-8=-9953/2388, 8-9=-5567/1371 BOT CHORD 1-21=-1187/5016, 3-18=-364/168, 17-18=-1377/6554, 16-17=-1376/6561, 14-16=-1376/6561, 13-14=-1377/6554, 7-13=364/168, 9-10=-1187/5016 WEBS 2-21=-2439/640, 4-18=-924/3687, 4-17=0/295, 4-16=-215/1184, 5-16=-722/268, 6-16=-215/1184, 6-14=01295, 6-13=-924/3687, 8-10=-2439/640, 18-21 =-1 290/5433, 2-18=-836/4086, 10-13=-1290/5433, 8-13=-836/4086 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 0-7-0 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=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 1 and 638 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■•Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485155 J34881 A03 HIP 2 n L Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6-8-6 5-5-2 1-1 S.13U s 5ep 15 ZU1 f MI IeK Inaustnes, Inc. t-n NOV lU 13:ZZ:3U ZUl I rage 1 6-1-15 63-11 6-1-14 6-5-2 6-8-6 Scale = 1:80.7 6x6 = 5.00 12 3x4 11 4 2x4 II 4x6 = 44 = 56 2930 7 6x6 = 3x4 11 8 9 22 21 zu 14 13 12 4x6 = 48 = 3x4 II 3x4 II 4x8 = 4x6 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. i 6-8-6 12- -8 1 -1- 0- -3 6-5-1 33-6$ 3 39- - 6 -0 6-8-0 5-5-2 -0 7-0-11 63-11 7-0-10 -0 5-5-2 Plate Offsets (X,Y)-- 14:0-3-0,0-2-91, 18:0-3-0 0-2-91.112:0-3-8.0-2-01. 115:0-2-12,0-3-121 it 9:0-2-12,0-3-121. 122:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.65 16-18 >859 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(TL) -1.48 16-18 >378 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.72 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 570 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' 6-8,4-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-21,9-13: 2x4 SP No.3, 17-19,15-17: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=259010-8-0, 11=2590/0-8-0 Max Horz 1=-162(LC 6) Max Uplift 1=-638(LC 8), 11=-638(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 19-21, 13-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5569/1371, 2-3=-10282/2456, 3-4=-10183/2488, 4-5=-9302/2309, 5-7=-9298/2306, 7-8=9305/2311, 8-9=-10183/2488, 9-1 0=1 0281/2455, 10-11=-5569/1371 BOT CHORD 1-22=-1187/5019, 18-19=-1679/7727, 16-18=-2058/9301, 15-16=-1679/7726, 11-12=-1187/5019 WEBS 2-22=-2520/657, 19-22=-1296/5478, 2-19=-896/4381, 4-19=-735/3182, 4-18=-425/2018, 5-18=-666/239, 7-18=-283/275, 7-16=-788/241, 8-16=-429/2022, 8-15=-734/3181, 12-15=-1296/5477, 10-15=-896/4381, 10-12=2520/657 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 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected. as follows: 2x4 - 1 row at 0-9-0 Do. . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 1 and 638 lb uplift at joint 11. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312016 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 MiTei(• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J348B1-Peterson, Mike -Peterson Res. T12485156 J34881 A04 HIP 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:32 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-kWuMEp48lhlu904jwlORY9HhpZLnEN BsKMjBzMyKa25 1---2I --24 0 i 066 i 80670 1634060 5" 8-112 53244 28614 31-2 646 i 5.00 12 Scale = 1:80.4 4x4 = 6x6 = 3x4 II 3x4 II 4x6 = 2x4 II 4x4 = 6x6 = 3 4 5 6 7 3132 8 9 10 12 24 23 11 15 14 13 4x6 = 08 = 3x4 II 3x4 II 4x8 = 46 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 13-1-8 34-M 6-7-10 12-1-8 1 18-1-2 23-0-0 2&6-14 33E-8 3 -0 40-0.6 46-8-0 6-7-10 5-5-14 1 411-10 12-14 5-2-14 4-11-10 0. -0 5-5-14 6-7-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 TCDL 15.0 Lumber DOL 1.33 BC 0.77 BCLL 0.0 Rep Stress Incr YES WB 0.97 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 `Except' 4-6,6-9: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 3-23,10-14: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=259010-8-0, 12=2590/0-8-0 Max Horz 1=151(LC 7) Max Uplift 1=-638(LC 8), 12=-638(LC 8) DEFL. in ([cc) I/deft L/d PLATES GRIP Vert(LL) -0.71 19 >792 240 MT20 244/190 Vert(TL) -1.61 19 >348 180 Horz(TL) 0.73 12 n/a n/a Weight: 617 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 cc bracing: 21-23, 14-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5582/1377, 2-3=-10144/2425, 3-4=-9977/2445, 4-5=10212/2519, 5-7=-10721/2646, 7-8=-10721/2646, 8-9=-10212/2519, 9-10=-997712445, 10-11=-10144/2425, 11-12=-5582/1377 BOT CHORD 1-24=-1193/5054, 20-21=-1839/8404, 19-20=2283/10209, 17-19=-2283/10209, 16-17=-1839/8404, 12-13=-1193/5054 WEBS 2-24=-2459/639, 21-24=-1281/5419, 2-21=-862/4213, 4-20=-510/2250, 5-20=-936/273, 5-19=-153/811, 8-17=-936/273, 9-17=-510/2250, 13-16=-1281/5419, 11-16=-862/4213, 11-13=-2459/639, 4-21=-614/2595, 9-16=-614/2595, 7-19=-495/178, 8-19=-153/811 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 0-7-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row 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=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 1 and 638 lb uplift at joint 12. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485157 J34881 A05 Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:32 2017 Page 1 I D:gdS WFAyb4M6XG QPcnigQ bUyKcAQ-k Wu M Ep481 hl u9O4jwl O RY9Hd4Zl BESRsKMj BzMyKa25 6-7-10 13-0-0 19-11-4 26-8-12 33-8-0 40-0-6 46-8-0 6-7-10 6-4-6 6-11-4 6-9-8 6-11-4-7-10 Scale = 1:79.1 5x8 M18SHS = 2x4 113x6 = 5.0o 12 3 4 5 2526 5x8 M18SHS = 3x6 = 6 7 9 18 17 76 15 14 13 12 11 10 4x8 = 2x4 II 5x6 WB = 3x8 = 34 = 3x6 = 2x4 II 4x8 = 3x6 = 3x8 MI8SHS = 5x6 WB = i 6-7-10 13-0-0i 19-11-4 26-8-12 33-8-0i 40-0-6i 4"1-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014rFP12007 CSI. TC 0.89 BC 1.00 WB 0.70 Matrix -AS DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl Ud -0.53 13-15 >999 240 -1.23 13-15 >457 180 0.39 9 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 244 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except" TOP CHORD Structural wood sheathing directly applied. 3-5,5-7: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 6-15 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=2567/0-8-0, 9=2567/0-8-0 Max Horz 1=151(LC 7) Max Uplift 1=-645(LC 8), 9=-645(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5530/1393, 2-3=-4810/1264, 3-4=-5288/1450, 4-6=-5288/1450, 6-7=5288/1451, 7-8=4810/1264,8-9=-5530/1393 BOT CHORD 1-18=-1209/4983, 17-18=-1209/4983, 15-17=977/4353, 13-15=-1214/5288, 11 -1 3=-977/4352, 10-11 =-1 209/4983, 9-10=-1209/4983 WEBS 2-17=-721/257, 3-17=-73/470, 3-15=-304/1400, 4-15=-646/234, 6-13=752/234, 7-13=-305/1401, 7-11=-73/470, 8-11=-721/257 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 12. 6) Plate(s) at joint(s) 1, 3, 5, 7, 9, 2, 18, 17, 15, 4, 6, 13, 11, 8, 10 and 14 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 16 and 12 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint 1 and 645 lb uplift at joint 9. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the qiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezandrla, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J348B1-Peterson, Mike -Peterson Res. T12485158 J34881 A06 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:34 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-guO6fV5OgJYcOiD62jRvdaMxAM1 IiLi9ogCH2 EyKa23 5-7-10 11-0-0 17-2-14 23-4-0 29-5-2 35-8-0 41-06 46-8-0 5-7-10 5_4_6 6-2-14 6-1-2 6_1-2 6-2-14 5-4-6 5-7-10 Scale = 1:79.1 5x8 M1 BSHS = 5.00 12 3 2x4 II 3x6 = 3x6 = 3x6 = 4 5 26 6 27 7 5x8 M18SHS = 8 3x6 3x6 2 I 9 iA d 10 0 19 18 17 16 15 14 13 12 11 4x8 — 2x4 I I 3x6 = 5x6 WB = 3x6 = 5x8 M18SHS = 3x6 = 5x6 NB = 3x6 = 2x4 11 4x8 — 5-7-10 11-0-0 17-2-14 23-4-0 i 29-5-2 35-8-0 41-0.6 46$-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.66 15 >847 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -1.49 15-16 >375 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.38 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 247 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-6,6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 1-17,10-13: 2x4 SP 2850F 1.8E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=2567/0-8-0, 10=2567/0-8-0 Max Horz 1=-128(LC 6) Max Uplift 1=-645(LC 8), 10=-645(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5527/1393, 2-3=-5031/1312, 3-4=-5896/1585, 4-5=-6316/1690, 5-7=-6316/1690, 7-8=-5896/1585, 8-9=-5031/1312, 9-10=-5527/1393 BOT CHORD 1-19=-1218/4991, 18-19=-1218/4991, 16-18=-1051/4573, 15-16=-1385/5896, 14-15=-1385/5896, 12-14=-1051/4573, 11-12=-1218/4991, 10-11=-1218/4991 WEBS 2-18=-485/185, 3-18=-54/388, 3-16=421/1812, 4-16=9911296, 4-15=150/656, 5-15=-534/200, 7-15=-1501656, 7-14=-991/296, 8-14=421/1812, 8-12=-54/388, 9-12=-486/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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) The solid section of the plate is required to be placed over the splice line at joint(s) 17, 13. 6) Plate(s) at joint(s) 1, 3, 6, 8, 10, 2, 19, 18, 16, 4, 15, 5, 7, 14, 12, 9 and 11 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 17 and 13 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint 1 and 645 lb uplift at joint 10. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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, noto�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall S 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 ANSVTPII Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485159 J34881 A07 Hip 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:35 2017 Page 1 I D:gdS W FAyb4M6XGQ Pcniq QbUyKr-AQ-85aVsr6ObcgTOso I cRy8AovCKmSm RktlOKxrahy Ka22 4-10-1 9-0-0 14-9-14 20-5-15 26-2-1 31-10-2 37-8-0 41-9-15 46 8-0 4-10-1 4-1-15 5-9-14 5-8-2 5-8-2 5-8-2 5-9-14 4-1-15 4-10-1 6x10 = 5.00 12 3 4x4 = 46 = 4x4 = 4x6 = 2x4 II 4x4 = 6x10 = 4 5 6 2829 7 8 9 10 Scale = 1:79.0 W 2x4 2 L.. I ZL; 2x4 11 12 21 20 19 18 17 16 15 14 13 48 = 44 = 6x6 = 4x4 = 4x8 M18SHS =4x8 = 4x6 = 44 = 4x8 = 4x6 = 6x6 = 9.0-0 14-9-14 20-5-15 26-2-1 31-10-2 37-8-0 46-8.0 9-0-0 5-9-14 5-8-2 5-8-2 5-9-14 9-0-0 Plate Offsets (X,Y)— 13:0-3-0,0-3-01,110:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.66 16-18 >847 240 MT20 244/190 TCDL 15.0 Lumber DOL - 1.33 BC 0.49 Vert(TL) -1.48 16-18 >378 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.25 12 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 296 lb FT = O% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1-3,10-12: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=2567/0-8-0, 12=2567/0-8-0 Max Horz 1=-104(LC 6) Max Uplift 1=-645(LC 8), 12=-645(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5649/1460, 2-3=-5254/1353, 3-4=-6848/1807, 4-6=-7773/2036, 6-7=7758/2031, 7-9=-7758/2031,9-10=-6851/1809,10-11=-5253/1353,11-12=-5648/1460 BOT CHORD 1-21=-1286/5130, 19-21=-1121/4815, 18-19=-1645/6844, 16-18=-187517773, 15-16=-1646/6848,13-15=-1120/4814,12-13=-1286/5129 WEBS 2-21=-358/182, 3-21=-14/334, 3-19=629/2536, 4-19=1281/371, 4-18=-277/1203, 6-18=-552/188, 7-16=-501/187, 9-16=-270/1182, 9-15=-1275/369, 10-15=-630/2541, 10-13=-14/333, 11-13=-359/182 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 645 lb uplift at joint 1 and 645 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IlylliTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485160 J34881 A08 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:37 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-5ThFHX8H7EwAFAyhjs_cFD—VGa5WvlvbUeQyeZyKa20 7-0-0 13-0-0 19-0-0 23-4-0 27-8-0 33-8-0 39-8-0 46-8-0 7-0-0 6-0-0 6-0-0 4-4-0 4-4-0 6-0-0 6-0-0 7-M 5x8 M18SHS = 5.00 12 3x6 = 3x6 = 2x4 I I 3x6 = 2x4 I I 3x6 = 3 4 5 25 6 26 7 8 5x8 MI8SHS = Scale = 1:79.3 18 17 16 15 14 13 12 11 4x6 — 2x4 II 3x6 = 3x6 — 3x8 — 3x6 = 2x4 II 4x6 _ 3x8 = 3x6 = i 7-0-0 13-0-0 19-0-0 27-8-0 33&-O 39-8-0 46-8 0 7-0-0 6-0-0 6-0-0 8-8-0 6-0-0 6-0-0 7-0-0 Pilate Offsets (X,Y)— 12:0-5-12.0-2-81. I9:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.23 14-15 >455 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(TL) -0.24 14-15 >428 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -AS Weight: 221 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-15, 8-14 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1=-81(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-226(LC 8). 10=-226(LC 8), 15=-554(LC 8), 14=-554(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 1=914(LC 17), 10=914(LC 18), 15=1658(LC 17), 14=1658(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when. shown. TOP CHORD 1-2=1521/374, 2-3=922/275, 3-4=-97/682, 4-5=-97/682, 5-7=-112/662, 7-8=112/682, 8-9=922/275, 9-10=15211374 BOT CHORD 1-18=-267/1297, 17-18=-266/1305, 15-17=-148/922, 14-15=-458/132, 12-14=-148/922, 11-12=-266/1305, 10-11=-267/1297 WEBS 2-18=0/284, 2-17=-431/134, 3-17=0/335, 3-15=-1807/411, 4-15=-495/183, 5-15=-286/124, 5-14=-286/124, 7-14=-495/183, 8-14=-1807/411, 8-12=0/335, 9-12=-431/134, 9-11=0/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 226 lb uplift at joint 1, 226 lb uplift at joint 10, 554 lb uplift at joint 15 and 554 lb uplift at joint 14. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485160 J34881 A08 Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:37 2017 Page 2 I D:gdSWFAyb4MBXGQPcnigQbUyKcAQ-5ThFHX8H7EwAFAyhjs_cFD_Vca5WvlvbUeQyeZyKa20 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-90, 2-9=-90, 9-10=-90, 19-22=20 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485161 J34881 A09G HIP GIRDER 1 4 Jab Reference (optional) East coast I russ, Ft. Fierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:42 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-RRV8KECPymZTMxgeWPanyGiRl b18axUKdw8iJnyKa 1 x 3-7-10 7-0-0 12-6-8 17-11-4 23.4-0 28-8-12 34-1-8 39-8-0 + 43-0 6 46 8-0 3-7-10 3-4-6 .5 5-4-12 5-4-12 5-4-12 5-4-12 5-6-8 3-4-6 3-7-16 4x4 = 4x6 = 5.00 12 6x8 = 4x4 = 4x6 = 2x4 II 4x4 = 3 31 32 4 33 34 35 5 6 36 7 3738 39 8 9 40 24 23 45 46 22 21 47 48 49 20 50 51 19 52 53 18 54 4x6 = 2x4 II 4x4 = 6x6 = 4A = 7x8 4x4 = 4x6 = 44 = 6x8 = 41 10 42 43 44 11 Scale = 1:79.0 h 13 n 0 55 17 16 56 57 58 15 14 46 = 4x4 = 2x4 II 4x6 = 6x6 = I 3-7-10 7-0-0 12-6-8 17-11-4 23-4-0 28-8-12 34-1-8 39-8-0 43-0-6 46-8-0 3-7.10 3-4-6 5-6-8 5-0-12 5-4-12 5-0-12 5-4-12 5-6-8 3-4-6 3-7-10 Plate Offsets (X.Y)— f3:0-2-8.0-3-41 f11:0-2-8.0-3-41 f19:0-4-0.0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.60 19 >939 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.90 Vert(TL) -1.34 19 >419 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.20 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 1196 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3,11-13: 2x4 SP No.2 BOT CHORD BOT CHORD 2x6 SP No.2 `Except* 19-21,17-19: 2x6 SP SS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=5713/0-8-0, 13=5710/0-8-0 Max Horz 1=-81(LC 23) Max Uplift 1=-1769(LC 8), 13=-1767(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=12469/3888, 2-3=-13383/4224, 3-4=18980/6018, 4-5=-22783/7209, 5-7=24082/7618, 7-9=-24082/7618, 9-10=22761/7199, 10-11 =-1 8969/6013, 11-12=-13376/4220,12-13=-12462/3885 BOT CHORD 1-24=-3529/11407, 23-24=-3529/11407, 22-23=-3819/12393, 20-22=-5890/18972, 19-20=-7085/22783, 18-19=-7075/22761, 16-18=-5885/18961, 15-16=-3816/12386, 14-15=-3527/11402, 13-14=-3527/11402 WEBS 2-24=-852/296, 2-23=-525/1275, 3-23=-230/934, 3-22=-2360/7557, 4-22=-3394/1176, 4-20=-1362/4396, 5-20=-1772/657, 5-19=-508/1538, 7-19=-1121/481, 9-19=-521/1563, 9-18=-1765/654, 10-18=-1356/4384, 10-16=-3393/1175, 11-16=-2358/7553, 11 -1 5=-231/934, 12-15=-526/1274, 12-14=-852/295 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 4-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 112" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber-, DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 19. 7) Plate(s) at joint(s) 1, 3, 6, 11, 13, 21, 2, 24, 23, 22, 4, 20, 5, 7, 9, 18, 10, 16, 15, 12, 14, 8 and 17 checked for a plus or minus 0 degree rotation about Its center. 8) Plate(s) at joint(s) 19 checked for a plus or minus 2 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J348B1-Peterson, Mike -Peterson Res. T12485161 J34881 A09G HIP GIRDER 1 w '+ Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:42 2017 Page 2 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-RRV8KECPymZTMxgeWPanyGiRlbl8axUKdw8iJnyKa 1 x NOTES- 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding•1769 lb uplift at joint 1 and 1767 lb uplift at joint 13. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 224 lb down and 161 lb up at 7-0-0, 196 lb down and 156 lb up at 9-0-12, 196 lb down and 156 lb up at 11-0-12, 196 lb down and 156 lb up at 13-0-12, 196 lb down and 156 lb up at 15-0-12, 196 lb down and 156 lb up at 17-0-12, 196 lb down and 156 lb up at 19-0-12, 196 lb down and 156 lb up at 21-0-12, 196 lb down and 156 lb up at 23-0-12, 196 lb down and,156 lb up at 23-7-4, 196 lb down and 156 lb up at 25-7-4, 196 lb down and 156 lb up at 27-7-4, 196 lb down and 156 lb up at 29-7-4, 196 lb down and 156 lb up at 31-7-4, 196 lb down and 156 lb up at 33-7-4, 196 lb down and 156 lb up at 35-7-4, and 196 lb down and 156 lb up at 37-74, and 224 lb down and 161 lb up at 39-8-0 on top chord, and 777 lb down and 283 lb up at 7-0-0, 89 lb down and 21 lb up at 9-0-12, 89 lb down and 21 lb up at 11-0-12, 89 lb down and 21 lb up at 13-0-12, 89 lb down and 21 lb up at 15-0-12, 89 lb down and 21 lb up at 17-0-12, 89 lb down and 21 lb up at 19-0-12, 89 lb down and 21 lb up at 21-0-12, 89 lb down and 21 lb up at 23-0-12, 89 lb down and 21 lb up at 23-7-4, 89 lb down and 21 lb up at 25-7-4, 89 lb down and 21 lb up at 27-7-4, 89 lb down and 21 lb up at 29-7-4, 89 lb down and 21 lb up at 31-7-4, 89 lb down and 21 lb up at 33-7-4, 89 lb down and 21 lb up at 35-7-4, and 89 lb down and 21 lb up at 37-7-4, and 777 lb down and 283 lb up at 39-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-11 =-90, 11-13=-90, 25-28=-20 Concentrated Loads (Ib) Vert: 3=-196(B)6=-196(B)11=-196(B)23=-777(B)19=-151(B)7=-196(B)15=777(B)8=-196(B)31=-196(B)32=-196(B)33=-196(B)34=-196(B)35=-196(B) 36=196(B) 37=-196(B) 39=-196(B) 40=-196(B) 41=-196(B) 42=-196(B) 43=-196(B) 44=-196(B) 45=-76(B) 46=-76(B) 47=-76(B) 48=-76(B) 49=-76(B) 50=-76(B) 51=-76(B) 52=-76(B) 53=-76(B) 54=76(6) 55=-76(B) 56=-76(B) 57=-76(B) 58=-76(B) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 Sol building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485162 J34881 A10G Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:44 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-OpculwDgUNpBbF-1 dgcF 1 hnfl ORG2ord5EdpNfyKa t v 5-0-0 9-9-3 14-4 19-0-0 23A-0 27-8-0 32-3-7 36-10-13 41-8-0 46-8-0 5-0-0 4-9.3 4-7-7 4-7-7 4.4-0 4A-0 4-7-7 4-7-7 4-9-3 5-0-0 Scale = 1:79.3 5.00 12 5x8 = 3x6 = 4x6 = 4x6 = 2x4 II 3x8 = 2x4 II 4x6 = 4x6 = 3x6 = 5x8 = 2 31 323 33 34 4 35 5 6 36 7 3738 39 -8 9 4010 41 42 1143 44 12 N 1 13 N ILIJ 24 45 46 23 47 22 48 2149 50 20 51 19 52 18 53 54 17 55 16 56 15 57 58 14 2x4 II 6x8 = 5x5 = 6x8 = 2x4 11 4x6 = 3x6 = 4x6 = 34 = 3x6 = 4x6 = 3x6 = 4x6 = 5-0-0 9-9-3 14-0-9 19-0-0 23-4-0 27-8-0 32-3-7 36-10.13 41-8-0 46-M 5-0-0 4-9-3 4-7-7 4-7-7 4-4-0 4-7-7 4-7-7 4-9-3 6-M Plate Offsets (X.Y)- 11:0-0-0,0-1-11, f2:0-5-12.D-2-81, F5:0-3-O.Edgel, f9:0-3-0,Edgel, f12:0-5-12,0-2-81. I13:Edae.0-1-11, f19:0-2-8.0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.14 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(TL) -0.33 14-15 >694 180 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.14 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-9: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* WEBS 1-22,13-16: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1=58(LC 24) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-447(LC 8), 13=-448(LC 8), 20=1087(LC 8), 18=1082(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 1=1504(LC 17), 13=1504(LC 18), 20=3021(LC 17), 18=3011(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=30441927, 2-3=2944/943, 3-4=-1183/380, 4-6=-676/2236, 6-7=-676/2236, 7-8=682/2237, 8-10=-682/2237, 10-11 =-1 186/382, 11-12=-2945/944, 12-13=-3045/927 BOT CHORD 1-24=-793/2718, 23-24=-800/2750, 21-23=-852/2944, 20-21=-289/1183, 19-20=-1449/374, 18-19=-1449/374, 17-18=-301/1186, 15-17=-852/2945, 14-15=-800/2751, 13-14=-794/2718 WEBS 2-24=-107/515, 6-20=-706/296, 7-20=-908/467, 7-19=139/294, 7-18=909/467, 8-18=-693/289, 12-14=-107/515,4-20=-3813/1178, 2-23=-111/338, 4-21=-255/1057, 3-23=-8/266, 3-21=-1965/628, 12-15=-108/338, 10-18=-3818/1181, 11-15=-5/266, 10-17=-254/1056, 11-17=-1963/627 Weight: 225 lb FT = 0% Structural wood sheathing directly applied or 2-2-3 oc purlins. Rigid ceiling directly applied or 4-7-15 oc bracing. 1 Row at midpt 4-20, 10-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 1, 448 lb uplift at joint 13, 1087 lb uplift at joint 20 and 1082 lb uplift at joint 18. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 haslhave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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 to �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate [his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485162 J34881 A10G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:44 2017 Page 2 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-OpculwDgUNpBbF_1 dgcF1 hnfl ORG2ord5EdpNfyKa 1 v NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 118 lb up at 5-0-0, 137 lb down and 112 lb up at 7-0-12, 137 lb down and 112 lb up at 9-0-12, 137 lb down and 112 lb up at 11-0-12, 137 lb down and 112 lb up at 13-0-12, 137 lb down and 112 lb up at 15-0-12, 137 lb down and 112 lb up at 17-0-12, 137 lb down and 112 lb up at 19-0-12, 137 lb down and 112 lb up at 21-0-12, 137 lb down and 112 lb up at 23-0-12, 137 Ito down and 112 lb up at 23-7-4, 137 lb down and 112 lb up at 25-7-4, 137 lb down and 112 lb up at. 27-7-4, 137 lb down and 112 lb up at 29-7-4, 137 lb down and 112 lb up at 31-7-4, 137 lb down and 112 lb up at 33-7-4, 137 lb down and 112 lb up at 35-7-4, 137 lb down and 112 lb up at 37-7-4, and 137 Ito down and 112 lb up at 39-7-4, and 138 lb down and 118 lb up at 41-8-0 on top chord, and 434 lb down and 172 lb up at 5-0-0, 54 lb down and 19 lb up at 7-0-12, 54 lb down and 19 lb up at 9-0-12, 54 lb down and 19 lb up at 11-0-12, 54 lb down and 19 lb up at 13-0-12, 54 lb down and 19 lb up at 15-0-12, 54 lb down and 19 lb up at 17-0-12, 54 lb down and 19 lb up at 21-0-12 , 54 lb down and 19 lb up at 23-0-12, 54 lb down and 19 lb up at 23-7-4, 54 lb down and 19 lb up at 25-7-4, 54 lb down and 19 lb up at 29-7-4, 54 lb down and 19 lb up at 31-7-4, 54 lb down and 19 lb up at 33-7-4, 54 lb down and 19 lb up at 35-7-4. 54 lb down and 19 lb up at 37-7-4, and 54 lb down and 19 lb up at 39-7-4, and 434 lb down and 172 lb up at 41-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=90, 2-12=-90, 12-13=-90, 25-28=-20 Concentrated Loads (lb) Vert: 2=-109(F) 5=-109(F) 12=-109(F) 24=-434(F) 6=-109(F) 19=-104(F) 7=-109(F) 8=-109(F) 14=-434(F) 9=-109(F) 31=-109(F) 32=-109(F) 33=-109(F) 34=-109(F) 35=-109(F) 36=109(F) 37=-109(F) 39=-109(F) 40=-109(F) 41=-109(F) 42=-109(F) 43=-109(F) 44=-109(F) 45=-52(F) 46=52(17) 47=-52(F) 48=-52(F) 49=52(F) 50=-52(F) 51=-52(F) 52=-52(F) 53=-52(F) 54=-52(F) 55=-52(F) 56=52(F) 57=-52(F) 58=-52(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-37=34, 12-37=18, 12-13=22, 20-25=6, 18-20=25(F=31), 18-28=-6 Horz: 1-2=-22, 12-13=32 Concentrated Loads (lb) Vert: 2=64(F) 5=54(F) 12=68(F) 24=142(F) 6=54(F) 19=18(F) 7=66(F) 8=70(F) 14=142(F) 9=70(F) 31=54(F) 32=54(F) 33=54(F) 34=54(F) 35=54(F) 36=54(F) 37=62(F) 39=70(F) 40=70(F) 41=70(F) 42=70(F) 43=70(F) 44=70(F) 45=9(F) 46=9(F) 47=9(F) 48=9(F) 49=9(F) 50=9(F) 51=9(F) 52=9(F) 53=9(F) 54=9(F) 55=9(F) 56=9(F) 57=9(F) 58=9(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=22, 2-38=18, 12-38=34, 12-13=12, 20-25=6, 18-20=25(F=31), 18-28=-6 Horz: 1-2=-32, 12-13=22 Concentrated Loads (lb) Vert: 2=68(F) 5=70(F) 12=64(F) 24=1 42(F) 6=70(F) 19=1 8(F) 7=62(F) 8=54(F) 14=1 42(F) 9=54(F) 31 =70(F) 32=70(F)33=70(F) 34=70(F) 35=70(F) 36=70(F) 37=66(F) 39=54(F) 40=54(F) 41=54(F) 42=54(F) 43=54(F) 44=54(F) 45=9(F) 46=9(F) 47=9(F) 48=9(F) 49=9(F) 50=9(F) 51=9(F) 52=9(F) 53=9(F) 54=9(F) 55=9(F) 56=9(F) 57=9(F) 58=9(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-12=-31, 12-13=-15, 20-25=-20, 18-20=1 1 (F=31), 18-28=-20 Horz: 1-2=13, 12-13=15 Concentrated Loads (lb) Vert: 2= 1 18(F) 5=1 12(F) 12=1 05(F) 24=1 72(F) 6=1 12(F) 19=38(F) 7= 11 2(F) 8= 1 12(F) 14= 1 72(F) 9=1 12(F) 31 =1 12(F) 32= 1 12(F) 33=1 12(F) 34=1 12(F) 35=1 1 2(F) 36=1 12(F) 37=1 12(F) 39=1 12(F) 40=1 12(F) 41 = 11 2(F) 42=1 12(F) 43= 1 12(F) 44= 11 2(F) 45=1 9(F) 46=1 9(F) 47=1 9(F) 48=1 9(F) 49=1 9(F) 50=1 9(F) 51 =1 9(F) 52=19(F) 53=19(F) 54=19(F) 55=19(F) 56=19(F) 57=19(F) 58=19(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-12=-31, 12-13=43, 20-25=-20, 18-20=11(F=31), 18-28=-20 Horz: 1-2=-15, 12-13=-13 Concentrated Loads (lb) Vert: 2=105(F) 5=112(F) 12=1 18(F) 24=172(F) 6=112(F) 19=38(F) 7=112(F) 8=112(F) 14=172(F) 9=112(F) 31=1 12(F) 32=112(F) 33=112(F) 34=112(F) 35=1 12(F) 36=112(F) 37=112(F) 39=112(F) 40=112(F) 41=112(F) 42=112(F) 43=1 12(F) 44=112(F) 45=19(F) 46=19(F) 47=19(F) 48=19(F) 49=19(F) 50=19(F) 51=19(F) 52=19(F) 53=19(F) 54=19(F) 55=19(F) 56=19(F) 57=19(F) 58=19(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=34, 2-12=34, 12-13=34, 20-25=-6, 18-20=25(F=31), 18-28=-6 Horz: 1-2=44, 12-13=44 Concentrated Loads (lb) Vert: 2=54(F) 5=54(F) 12=54(F) 24=1 42(F) 6=54(F) 19=1 8(F) 7=54(F). 8=54(F) 14=1 42(F) 9=54(F) 31 =54(F) 32=54(F) 33=54(F) 34=54(F) 35=54(F) 36=54(F) 37=54(F) 39=54(F) 40=54(F) 41 =54(F) 42=54(F) 43=54(F) 44=54(F) 45=9(F) 46=9(F) 47=9(F) 48=9(F) 49=9(F) 50=9(F) 51=9(F) 52=9(F) 53=9(F) 54=9(F) 55=9(F) 56=9(F) 57=9(F) 58=9(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:.1-2=18,2-12=18,12-13=18,20-25=-6,18-20=25(F=31),18-28=-6 Horz: 1-2=-28, 12-13=28 Concentrated Loads (lb) Vert: 2=70(F)5=70(F)12=70(F)24=142(F)6=70(F)19=18(F)7=70(F)8=70(F)14=142(F)9=70(F)31=70(F)32=70(F) 33=70(F) 34=70(F) 35=70(F) 36=70(F) 37=70(F) 39=70(F) 40=70(F) 41 =70(F) 42=70(F) 43=70(F) 44=70(F) 45=9(F) 46=9(F) 47=9(F) 48=9(F) 49=9(F) 50=9(F) 51=9(F) 52=9(F) 53=9(F) 54=9(F) 55=9(F) 56=9(F) 57=9(F) 58=9(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-12=-31, 12-13=-31, 20-25=-20, 18-20=1 1 (F=31), 18-28=-20 Horz: 1-2=1, 12-13=-1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 10/03/2015 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss- Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485162 J34881 A10G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 13:22:44 2017 Page 3 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-OpculwDgUNpBbF_l dgcF1 hnfl ORG2ord5EdpNfyKa 1 v LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=1 12(F) 5=112(F) 12=1 12(F) 24=172(F) 6=1 12(F) 19=38(F) 7=1 12(F) 8=1 12(F) 14=172(F) 9=1 12(F) 31=1 12(F) 32=1 12(F) 33=1 12(F) 34=1 12(F) 35=1 12(F) 36=1 12(F) 37=112(F) 39=1 12(F) 40=1 12(F) 41=1 12(F) 42=1 12(F) 43=1 12(F) 44=1 12(F) 45=19(F) 46=19(F) 47=19(F) 48=19(F) 49=19(F) 50=19(F) 51=19(F) 52=19(F)53=19(F)54=19(F)55=19(F)56=19(F)57=19(F)58=19(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=31, 2-12=-31, 12-13=-31, 20-25=-20, 18-20=11(F=31), 18-28=-20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (lb) Vert: 2=112(F) 5=112(F) 12=112(F) 24=172(F) 6=112(F) 19=38(F) 7=112(F) 8=112(F) 14=172(F) 9=112(F) 31=112(F) 32=112(F) 33=112(F) 34=112(F) 35=112(F) 36=112(F) 37=112(F) 39=112(F) 40=112(F) 41=112(F) 42=112(F)43=112(F) 44=112(F)45=19(F)46=19(F) 47=19(F) 48=19(F) 49=19(F) 50=19(F) 51=19(F) 52=1 9(F) 53=1 9(F) 54=1 9(F) 55=1 9(F) 56=1 9(F) 57=1 9(F) 58=1 9(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=84, 2-12=-76, 12-13=-64, 20-25=-20, 18-20=4(F=24), 18-28=-20 Horz: 1-2=9, 12-13=11 Concentrated Loads (lb) Vert: 2=88(F) 5=84(F) 12=78(F) 24=1 21 (F) 6=84(F) 19=28(F) 7=84(F) 8=84(F) 14=1 21 (F) 9=84(F) 31 =84(F) 32=84(F) 33=84(F) 34=84(F) 35=84(F) 36=84(F) 37=84(F) 39=84(F) 40=84(F) 41=84(F) 42=84(F) 43=84(F) 44=84(F) 45=14(F) 46=14(F) 47=14(F) 48=14(F) 49=14(F) 50=14(F) 51=14(F) 52=14(F) 53=14(F) 54=14(F) 55=14(F) 56=14(F) 57=14(F)58=14(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=64, 2-12=-76, 12-13=-84, 20-25=-20, 18-20=4(F=24), 18-28=20 Horz: 1-2=11, 12-13=-9 Concentrated Loads (lb) Vert: 2=78(F) 5=84(F) 12=88(F) 24=1 21 (F) 6=84(F) 19=28(F) 7=84(F) 8=84(F) 14=1 21 (F) 9=84(F) 31 =84(F) 32=84(F) 33=84(F) 34=84(F) 35=84(F) 36=84(F) 37=84(F) 39=84(F) 40=84(F) 41=84(F) 42=84(F) 43=84(F) 44=84(F) 45=14(F) 46=14(F) 47=14(F) 48=14(F) 49=14(F) 50=14(F) 51=14(F) 52=14(F) 53=14(F) 54=14(F) 55=14(F)56=14(F) 57=14(F)58=14(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76, 2-12=-76, 12-13=-76, 20-25=-20, 18-20=4(F=24), 18-28=-20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (lb) Vert: 2=84(F) 5=84(F) 12=84(F) 24=1 21 (F) 6=84(F) 19=28(F) 7=84(F) 8=84(F) 14=1 21 (F) 9=84(F) 31 =84(F) 32=84(F) 33=84(F) 34=84(F) 35=84(F) 36=84(F) 37=84(F) 39=84(F) 40=84(F) 41=84(F) 42=84(F) 43=84(F) 44=84(F) 45=14(F) 46=14(F) 47=14(F) 48=14(F) 49=14(F) 50=14(F) 51=14(F) 52=14(F) 53=14(F) 54=1 4(F) 55=1 4(F) 56=1 4(F) 57=1 4(F) 58=1 4(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76, 2-12=76, 12-13=-76, 20-25=-20, 18-20=4(F=24), 18-28=-20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (lb) Vert: 2=84(F) 5=84(F) 12=84(F) 24=1 21 (F) 6=84(F) 19=28(F) 7=84(F) 8=84(F) 14=1 21 (F) 9=84(F) 31 =84(F) 32=84(F) 33=84(F) 34=84(F) 35=84(F) 36=84(F) 37=84(F) 39=84(F)40=84(F) 41=84(F)42=84(F) 43=84(F) 44=84(F) 45=14(F) 46=14(F) 47=14(F) 48=14(F) 49=14(F) 50=14(F) 51=14(F) 52=14(F) 53=14(F) 54=14(F) 55=14(F) 56=14(F) 57=14(F)58=14(F) 21) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12,2-37=34,12-37=18,12-13=22,20-25=-6,18-20=25(F=31),18-28=-6 Horz: 1-2=-22, 12-13=32 Concentrated Loads (Ib) Vert: 2=-127(F) 5=-137(F) 12=-123(F) 24=-272(F) 6=-137(F) 19=-103(F) 7=-124(F) 8=121(F) 14=272(F) 9=-121(F) 31=137(1`) 32=-137(F) 33=-137(F) 34=-137(F) 35=-137(F) 36=-137(F) 37=-129(F) 39=-121(F) 40=-121(F) 41=-121(F) 42=-121(F) 43=-121(F) 44=-121(F) 45=-51(F) 46=-51(F) 47=-51(F) 48=-51(F) 49=-51(F) 50=51(17) 51=-51(F) 52=-51(F) 53=-51(F) 54=-51(F) 55=-51(F) 56=-51(F) 57=-51(F) 58=-51(F) 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=22,2-38=18,12-38=34,12-13=12,20-25=-6,18-20=25(F=31),18-28=-6 Horz: 1-2=-32, 12-13=22 Concentrated Loads (lb) Vert:2=-123(F) 5=-121(F) 12=-127(F) 24=-272(F) 6=-121(F) 19=-103(F) 7=-129(F) 8=-137(F) 14=-272(F) 9=-137(F) 31=121(F) 32=121(F) 33=-121(F) 34=-121(F) 35=-121(F) 36=-121(F) 37=-124(F) 39=-137(F) 40=-137(F) 41=-137(F) 42=137(F) 43=137(F) 44=-137(F) 45=-51(F) 46=-51(F) 47=-51(F) 48=-51(F) 49=-51(F) 50=51(F) 51=-51(F) 52=-51(F) 53=-51(F) 54=-51(F) 55=-51(F) 56=51(F) 57=-51(F) 58=-51(F) 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=43, 2-12=-31, 12-13=-15, 20-25=-20, 18-20=11(F=31), 18-28=-20 Horz: 1-2=13, 12-13=15 Concentrated Loads (lb) Vert: 2=-67(F) 5=72(1`) 12=-80(F) 24=-239(F) 6=-72(F) 19=-75(F) 7=72(F) 8=-72(F) 14=-239(F) 9=-72(F) 31=-72(F) 32=72(F) 33=-72(F) 34=-72(F) 35=72(F) 36=-72(F) 37=-72(F) 39=-72(F) 40=-72(F) 41=-72(F) 42=-72(F) 43=-72(F) 44=72(F) 45=-37(F) 46=-37(F) 47=-37(F) 48=-37(F) 49=-37(F) 50=-37(F) 51=-37(F) 52=-37(F) 53=-37(F) 54=-37(F) 55=37(F) 56=-37(F) 57=-37(F) 58=37(F) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-12=-31, 12-13=-43, 20-25=-20, 18-20=11(F=31), 18-28=-20 Horz: 1-2=-15, 12-13=-13 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual balding component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 134881-Peterson, Mike -Peterson Res. T12485162 J34881 A10G Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:44 2017 Page 4 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-OpculwDgUNpBbF_l dgcF1 hnfl ORG2ord5EdpNfyKa1 v LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=80(1`) 5=-72(F) 12=-67(F) 24=-239(F) 6=72(F) 19=-75(F) 7=-72(F) 8=-72(F) 14=-239(F) 9=-72(F) 31=-72(F) 32=72(F) 33=-72(F) 34=-72(F) 35=-72(F) 36=72(F) 37=-72(F) 39=-72(F) 40=-72(F) 41=-72(F) 42=-72(F) 43=-72(F) 44=-72(F) 45=-37(F) 46=-37(F) 47=-37(F) 48=-37(F) 49=-37(F) 50=-37(F) 51=-37(F) 52=37(1`) 53=-37(F) 54=-37(F) 55=-37(F) 56=-37(F) 57=-37(F) 58=37(F) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=34, 2-12=34. 12-13=34, 20-25=-6, 18-20=25(F=31), 18-28=-6 Horz: 1-2=-44, 12-13=44 Concentrated Loads (lb) Vert: 2=-137(F) 5=-137(F) 12=-137(F) 24=-272(F) 6=-137(F) 19=-103(F) 7=-137(F) 8=137(17) 14=272(1`) 9=-137(F) 31=-137(F) 32=-137(F) 33=-137(F) 34=137(1`) 35=-137(F) 36=-137(F) 37=-137(F) 39=-137(F) 40=-137(F) 41=-137(F) 42=-137(F) 43=-137(F) 44=-137(F) 45=-51(F) 46=-51(F) 47=-51(F) 48=-51(F) 49=51(F) 50=-51(F) 51=-51(F) 52=-51(F) 53=-51(F) 54=-51(F) 55=51(F) 56=-51(F) 57=-51(F) 58=-51(F) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18,2-12=18,12-13=18,20-25=-6,18-20=25(F=31),18-28=-6 Horz: 1-2=-28, 12-13=28 Concentrated Loads (lb) Vert: 2=-121(F) 5=-121(F) 12=-121(F) 24=-272(F) 6=-121(F) 19=-103(F) 7=-121(F) 8=121(F) 14=272(F) 9=-121(F) 31=121(F) 32=-121(F) 33=-121(F) 34=121(1`) 35=121(1`) 36=-121(F) 37=-121(F) 39=-121(F) 40=-121(F) 41=-121(F) 42=-121(F) 43=-121(F) 44=-121(F) 45=-51(F) 46=-51(F) 47=-51(F) 48=-51(F) 49=51(1`) 50=-51(F) 51=-51(F) 52=51(1`) 53=-51(F) 54=-51(F) 55=51(F) 56=-51(F) 57=-51(F) 58=-51(F) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-12=-31, 12-13=-31, 20-25=-20, 18-20=11(F=31), 18-28=-20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (lb) Vert: 2=-72(F) 5=72(F) 12=-72(F) 24=-239(F) 6=72(1`) 19=-75(F) 7=72(1`) 8=-72(F) 14=239(1`) 9=-72(F) 31=-72(F) 32=72(F) 33=-72(F) 34=-72(F) 35=72(F) 36=72(1`) 37=-72(F) 39=-72(F) 40=72(17) 41=-72(F) 42=-72(F) 43=72(1`) 44=-72(F) 45=-37(F) 46=-37(F) 47=-37(F) 48=-37(F) 49=-37(F) 50=-37(F) 51=-37(F) 52=-37(F) 53=-37(F) 54=-37(F) 55=37(F) 56=-37(F) 57=-37(F) 58=37(1`) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-12=-31, 12-13=-31, 20-25=-20, 18-20=1 1 (F=31), 18-28=-20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (lb) Vert: 2=72(1`) 5=-72(F) 12=-72(F) 24=-239(F) 6=72(1`) 19=-75(F) 7=72(F) 8=-72(F) 14=239(1`) 9=-72(F) 31=-72(F) 32=72(17) 33=-72(F) 34=-72(F) 35=-72(F) 36=72(1`) 37=-72(F) 39=-72(F) 40=72(F) 41=-72(F) 42=-72(F) 43=72(F) 44=-72(F) 45=-37(F) 46=-37(F) 47=-37(F) 48=-37(F) 49=-37(F) 50=-37(F) 51=-37(F) 52=37(F) 53=-37(F) 54=-37(F) 55=37(F) 56=37(F) 57=-37(F) 58=37(1`) 29) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-84, 2-12=-76, 12-13=-64, 20-25=-20, 18-20=4(F=24), 18-28=20 Horz: 1-2=9, 12-13=11 Concentrated Loads (lb) Vert: 2=87(F) 5=91(F) 12=-97(F) 24=-360(F) 6=91(F) 19=-95(F) 7=91(F) 8=-91(F) 14=360(1`) 9=-91(F) 31=-91(F) 32=91(F) 33=-91(F) 34=-91(F) 35=91(F) 36=91(F) 37=-91(F) 39=-91(F) 40=-91(F) 41=-91(F) 42=-91(F) 43=91(F) 44=-91(F) 45=-47(F) 46=-47(F) 47=-47(F) 48=-47(F) 49=-47(F) 50=-47(F) 51=-47(F) 52=47(F) 53=-47(F) 54=-47(F) 55=-47(F) 56=-47(F) 57=-47(F) 58=-47(F) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=64, 2-12=-76, 12-13=-84, 20-25=-20, 18-20=4(F=24), 18-28=20 Horz: 1-2=-11, 12-13=-9 Concentrated Loads (lb) Vert: 2=-97(F) 5=-91(F) 12=-87(F) 24=-360(F) 6=-91(F) 19=-95(F) 7=91(F) 8=-91(F) 14=-360(F) 9=-91(F) 31=-91(F) 32=91(F) 33=-91(F) 34=-91(F) 35=91(F) 36=-91(F) 37=-91(F) 39=91(F) 40=-91(F) 41=-91(F) 42=-91(F) 43=-91(F) 44=91(17) 45=-47(F) 46=-47(F) 47=-47(F) 48=-47(F) 49=-47(F) 50=-47(F) 51=-47(F) 52=-47(F) 53=-47(F) 54=-47(F) 55=-47(F) 56=-47(F) 57=-47(F) 5B=-47(F) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-76, 2-12=-76, 12-13=-76, 20-25=-20, 18-20=4(F=24), 18-28=-20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (Ib) Vert: 2=-91(F) 5=-91(F) 12=-91(F) 24=-360(F) 6=91(F) 19=-95(F) 7=-91(F) 8=-91(F) 14=-360(F) 9=-91(F) 31=-91(F) 32=-91(F) 33=-91(F) 34=-91(F) 35=91(F) 36=-91(F) 37=-91(F) 39=-91(F) 40=-91(F) 41=-91(F) 42=-91(F) 43=-91(F) 44=91(F) 45=-47(F) 46=-47(F) 47=47(1`) 48=47(F) 49=-47(F) 50=-47(F) 51=-47(F) 52=-47(F) 53=-47(F) 54=-47(F) 55=47(17) 56=47(F) 57=-47(F) 58=47(1`) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76, 2-12=76, 12-13=-76, 20-25=-20, 18-20=4(F=24), 18-28=20 Horz: 1-2=1, 12-13=-1 Concentrated Loads (lb) Vert: 2=-91(F) 5=91(F) 12=-91(F) 24=-360(F) 6=-91(F) 19=-95(F) 7=-91(F) 8=-91(F) 14=-360(F) 9=-91(F) 31=-91(F) 32=-91(F) 33=-91(F) 34=-91(F) 35=91(F) 36=-91(F) 37=-91(F) 39=-91(F) 40=-91(F) 41=-91(F) 42=-91(F) 43=-91(F) 44=-91(F) 45=-47(F) 46=-47(F) 47=47(F) 48=-47(F) 49=-47(F) 50=-47(F) 51=47(F) 52=-47(F) 53=-47(F) 54=-47(F) 55=47(F) 56=-47(F) 57=-47(F) 58=-47(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I.7473 rev. 1010312015 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 69114 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J34881-Peterson, Mike -Peterson Res. T12485163 J348B1 A11 Monopitch 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:45 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-sOAHyGElEhx2DOZDBX7UavKueosZnJxmKuMNw6yKa1 u 6-8-6 12-1 8 17-10-0 6-8-6 "-2 5-8.8 Scale = 1:44.1 3x4 = 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 TCDL 15.0 Lumber DOL 1.33 BC 0.47 BCLL 0.0 Rep Stress Incr YES WB 0.74 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=979/0-8-0, 5=989/Mechanical Max Horz 1=348(LC 5) Max Uplift 1=-222(LC 8), 5=-259(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1720/378, 2-3=1814/453, 3-4=-1856/562, 4-5=-919/278 BOT CHORD 1-9=422/1489, 3-6=508/221 WEBS 2-9=599/236, 6-9=-465/1629, 4-6=607/2079 DEFL, in (loc) I/defi L/d PLATES GRIP Vert(LL) -0.09 7 >999 240 MT20 244/190 Vert(TL) -0.20 7 >999 180 Horz(TL) 0.06 5 n/a n/a Weight: 101 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 6-8 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 1 and 259 lb uplift at joint 5. 7) This truss design requires.that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 ANSVTPN quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485164 J34881 Al2 Roof Special 5 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:46 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-KCkfAbFw?73vgY8PIFfj66s3OCCoWmAwYY6wSYyKal t 4 8 8 11-1-10 17-10-0 41-8 6-5-2 6-8-6 2XI 7 2x4 II 3x4 = 3x4 = Scale = 1:45.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.09 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(TL) -0.20 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 2-6: 2x4 SP No.3 10-0-0 oc bracing: 6-8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=989/Mechanical, 4=979/0-8-0 Max Horz 9=-348(LC 4) Max Uplift 9=-237(LC 8), 4=-245(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=919/256, 1-2=-1856/510, 2-3=-1814/401, 3-4=-1720/431 BOT CHORD 8-9=98/285, 2-8=-508/222, 4-5=325/1489 WEBS 1-8=544/2079, 5-8=357/1629, 3-5=599/189 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 9 and 245 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum. sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 piip�.�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485165 J34881 B01 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 1013:22:46 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-KCkfAbFw773vgY8PIFfj66s8cCGYWxywYY6wSYyKa 1 t -2-" 6-0-0 6-" 11-" 13-0-0 _ 2-0-0 5-0-0 1-" 5-0-0 2-0-0 4x4 = 3x4 = 4x4 = 3x4 = Scale = 1:24.8 LO 5-0-0 6-0-0 i 11-0-0 5-0-0 1-01 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(TL) -0.05 7-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code �FBC20141fP12007 Matrix -AS Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=790/0-5-8, 5=79010-5-8 Max Horz 2=82(LC 7) Max Uplift 2=-269(LC 8), 5=-269(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=829/163, 3-4=-683/177, 4-5=-829/163 BOT CHORD 2-8=30/680, 7-8=-29/683, 5-7=-30/680 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 2 and 269 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MiTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r� //pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �yt 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485166 J34881 B02G Hip Girder 2 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 13:22:47 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-oOl1 NxFYml BmSijcJyAzfKPFocX7FNv3nCrT_yKal s -2- 0 3-M 8-M 11-0-0 , 13-0-0 2-0-0 3-0-0 5-0-0 3-0-0 2-0-0 Scale = 1:24.8 3x4 = 48 = 4x4 = 3 15 16 4 3-0-0 8-0-0 11-M LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 TCDL 15.0 Lumber DOL 1.33 BC 0.52 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 BCDL 10.0 Code FBC2014rrP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=83510-5-8, 5=835/0-5-8 Max Horz 2=-59(LC 30) Max Uplift 2=-348(LC 8), 5=-348(LC 8) Max Grav 2=894(LC 36), 5=894(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1269/365, 34=1144/350, 4-5=1270/364 BOT CHORD 2-8=283/1155, 7-8=286/1173, 5-7=287/1144 3x4 = DEFL. in (IDc) 1/defl Ud PLATES GRIP Vert(LL) -0.04 7-8 >999 240 MT20 2441190 Vert(TL) -0.10 7-8 >999 180 Horz(TL) 0.02 5 n/a n/a Weight: 50 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 2 and 348 lb uplift at joint 5. 8) Hanger(s)or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 46 lb up at 3-0-0, 82 lb down and 41 lb up at 5-0-12, and 82 lb down and 41 lb up at 5-11-4, and 82 lb down and 46 lb up at 8-0-0 on top chord , and 192 lb down and 115 lb up at 3-0-0, 34 lb down and 5 lb up at 5-0-12, and 34 lb down and 5 lb up at 5-11-4, and 192 lb down and 115 lb up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-90, 3-4=-90, 4-6=-90, 9-12=-20 Concentrated Loads (lb) - Vert: 3=-1(B) 4=-1(B) 8=49(B) 7=49(B) 15=-1(B) 16=-1(B) 17=5(B) 18=5(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1.7473 rev. 1010312015 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 A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /riTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type City, Ply J34881-Peterson, Mike -Peterson Res. T12485167 J34881 FG01 Flat Girder 2 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 1013:22:48 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-GbsPbHGAXcdc4slosghCBXyRCOuq_esDOsblWRyKalr 5-0-14 10-1-12 5-0-14 5-0-14 4x6 = 2x4 II 4x6 = 1 7 8 9 2 10 11 12 3 13 14 5 15 16 4 6 HUS26 HUS26 7x8 — HUS26 HUS26 4x6 — 4x6 = — — HUS26 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20141TPl2007 5-0-14 10-1-12 5-0-14 5-0-14 CSI. DEFL. in (loc) I/defl Ud TC 0.56 Vert(LL) -0.04, 4-5 >999 240 BC 0.49 Vert(TL) -0.10 4-5 >999 180 WB 0.86 Horz(TL) 0.00 4 n/a n/a Matrix -MS Scale = 1:30.9 PLATES GRIP MT20 244/190 Weight: 185 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid'ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=5435/Mechanical, 4=5434/Mechanical Max Horz 6=245(LC 7) Max Uplift 6=-971(LC 4). 4=-970(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3586/716, 2-3=3586/716, 1-6=-4543/774, 3-4=-4566/774 BOT CHORD 5-6=205/280 WEBS 1-5=933/4805, 2-5=3894/500, 3-5=-933/4805 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 lb uplift at joint 6 and 970 lb uplift at joint 4. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Old Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-7-10 from the left end to 8-6-2 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 490 lb down and 108 lb up at 0-7-4, 490 lb down and 108 lb up at 9-6-8, 1014 lb down and 225 lb up at 2-7-10, 1014 lb down and 225 lb up at 7-6-2, and 896 lb down and 198 lb up at 4-7-10, and 896 lb down and 198 lb up at 5-6-2 on top chord. The design/selection of such connection Contir}tted on Page 2 WARN NG - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485167 J34881 FG01 Flat Girder 2 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:48 2017 Page 2 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-GbsPbHGAXcJcAslosghCBXyRCOuq_esDOsbl WRyKalr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=165, 4-6=-20 Concentrated Loads (lb) Vert: 5=-969(B) 7=-432 8=-894 9=-790 10=790 11=-894 12=-432 13=-969(B) 14=-969(B) 15=-969(B) 16=-969(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-150, 4-6=-20 Concentrated Loads (lb) Vert: 5=-836(B) 7=-373 8=-772 9=-682 1O=682 11=-772 12=-373 13=-836(B) 14=-836(B) 15=-836(B) 16=-836(B) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-105, 4-6=40 Concentrated Loads (lb) Vert:5=-612(B) 7=-275 8=-569 9=-503 10=-503 11=-569 12=-275 13=-612(B) 14=-612(B) 15=-612(B) 16=-612(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 4-6=-6 Horz: 1-6=23, 3-4=28 Concentrated Loads (lb) Vert: 5=243(B) 7=108 8=225 9=198 10=198 11=225 12=108 13=243(B) 14=243(B) 15=243(B) 16=243(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 4-6=-6 Horz: 1-6=-28, 3-4=-23 Concentrated Loads (lb) Vert: 5=243(B) 7=108 8=225 9=198 10=198 11=225 12=108 13=243(B) 14=243(B) 15=243(B) 16=243(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=106, 4-6=-20 Horz: 1-6=40, 3-4=11 Concentrated Loads (lb) Vert: 5=257(B) 7=-352 8=-729 9=-644 10=644 11=-729 12=-352 13=257(B) 14=257(B) 15=257(B) 16=257(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=106, 4-6=-20 Horz: 1-6=-11, 3-4=40 Concentrated Loads (lb) Vert: 5=257(B) 7=-229 8=-474 9=41910=-419 11=474 12=-229 13=257(B) 14=257(B) 15=257(B) 16=257(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 4-6=-6 Horz: 1-6=-36, 3-4=36 , Concentrated Loads (lb) Vert: 5=243(B) 7=1 08 8=225 9=198 10=198 11=225 12=108 13=243(B).1 4=243(B) 1 5=243(B) 16=243(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=57, 4-6=-6 Horz: 1-6=36, 3-4=36 Concentrated Loads (lb) Vert: 5=243(B) 7=78 8=161 9=142 10=142 11=161 12=78 13=243(B) 14=243(B) 15=243(B) 16=243(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=106, 4-6=-20 Horz: 1-6=-19, 3-4=19 Concentrated Loads (lb) Vert: 5=257(B) 7=-337 8=-697 9=-616 10=616 11=-697 12=-337 13=257(B) 14=257(B) 15=257(B) 16=257(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=106, 4-6=-20 Horz: 1-6=19, 3-4=19 Concentrated Loads (lb) Vert: 5=257(B) 7=-337 8=-697 9=-616 10=-616 11=-697 12=7337 13=257(B) 14=257(B) 15=257(B) 16=257(B) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=105, 4-6=-20 Concentrated Loads (lb) Vert:5=-438(B) 7=-196 8=-406 9=-359 1O=359 11=406 12=-196 13=-438(B) 14=-438(B) 15=-438(B) 16=-438(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=151, 4-6=-20 Horz: 1-6=30, 3-4=8 Concentrated Loads (lb) Vert: 5=161(B)7=-490 8=-1014 9=-896 10=-896 11=-1014 12=490 13=161 (B) 14=1 61 (B) 15=161 (B) 16=161 (B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 ANSVrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply J34881-Peterson, Mike -Peterson Res. T12485167 J34881 FG01 Flat Girder 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:48 2017 Page 3 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-GbsPbHGAXcJo4slosghCBXyRCOuq_esDOsbl WRyKa1 r LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=151, 4-6=-20 Horz: 1-6=-8, 3-4=-30 Concentrated Loads (lb) Vert: 5=161(B) 7=-398 8=-823 9=-727 10=727 11=-823 12=-398 13=161(B) 14=161(B) 15=161(B) 16=161(B) 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-151, 4-6=-20 Horz: 1-6=-14, 3-4=14 Concentrated Loads (lb) Vert: 5=161(B) 7=478 8=-990 9=-875 10=875 11=-990 12=-478 13=161(B) 14=161(B) 15=161(B) 16=161(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=151, 4-6=-20 Horz: 1-6=-14, 3-4=14 Concentrated Loads (lb) Vert: 5=161(B) 7=-478 8=-990 9=-875 10=875 11=-990 12=-478 13=161(B) 14=161(B) 15=161(B) 16=161(B) 17) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 4-6=-6 Horz: 1-6=23, 3-4=28 Concentrated Loads (lb) Vert: 5=-578(B) 7=108 8=225 9=198 10=198 11=225 12=108 13=-578(B) 14=-578(B) 15=-578(B) 16=-578(B) 18) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 4-6=-6 Horz: 1-6=-28, 3-4=-23 Concentrated Loads (lb) Vert: 5=-578(B) 7=108 8=225 9=198 10=198 11=225 12=108 13=-578(B) 14=-578(B) 15=-578(B) 16=-578(B) 19) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=106, 4-6=-20 Horz: 1-6=40, 3-4=11 Concentrated Loads (lb) Vert: 5=-564(B) 7=-352 8=-729 9=-644 10=644 11=-729 12=-352 13=-564(B) 14=-564(B) 15=-564(B) 16=-564(B) 20) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-106, 4-6=-20 Horz: 1-6=-11, 3-4=-40 Concentrated Loads (lb) Vert: 5=-564(B) 7=-229 8=474 9=-419 10=419 11=474 12=-229 13=-564(B) 14=-564(B) 15=-564(B) 16=-564(B) 21) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 4-6=-6 Horz: 1-6=-36, 3-4=36 Concentrated Loads (lb) Vert: 5=-578(B) 7=108 8=225 9=198 10=198 11=225 12=108 13=-578(B) 14=-578(B) 15=-578(B) 16=-578(B) 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=57, 4-6=-6 Horz: 1-6=-36, 3-4=36 Concentrated Loads (lb) Vert: 5=-578(B) 7=78 8=161 9=142 10=142 11=161 12=78 13=578(B) 14=578(B) 15=578(B) 16=-578(B) 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=106, 4-6=-20 Horz: 1-6=-19, 3-4=19 Concentrated Loads (lb) Vert: 5=-564(B) 7=-3W 8=-697 9=-616 10=616 11=-697 12=-337 13=-564(B) 14=-564(B) 15=-564(B) 16=-564(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-106, 4-6=-20 Horz: 1-6=-19, 3-4=19 Concentrated Loads (lb) Vert: 5=-564(B) 7=-337 8=-697 9=-616 10=-616 11=-697 12=-337 13=-564(B) 14=-564(B) 15=-564(B) 16=-564(B) 25) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-3=151, 4-6=-20 Horz: 1-6=30, 34=8 Concentrated Loads (lb) Vert: 5=-831(B) 7=490 8=-1014 9=-89610=-896 11=-1014 12=49013=-831(B) 14=831(B) 15=831(B) 16=-831(B) 26) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-151, 4-6=-20 Horz: 1-6=-8, 3-4=-30 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 161II.7473 rev. 1010312015 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 ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485167 J34881 FG01 Flat Girder 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:48 2017 Page 4 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-GbsPbHGAXcJo4slosghCBXyRCOuq_esDOsb1 WRyKalr LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-831(B) 7=-398 8=-823 9=-727 10=727 11=-823 12=-398 13=-831(13) 14=-831(B) 15=-831(13) 16=-831(B) 27) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=151, 4-6=-20 Horz: 1-6=14, 3-4=14 Concentrated Loads (lb) Vert: 5=-831(B) 7=478 8=-990 9=-875 10=-875 11=-990 12=-478 13=-831(B) 14=-831(B) 15=-831(B) 16=-831(B) 28) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60' Uniform Loads (plf) Vert: 1-3=151, 4-6=-20 Horz: 1-6=-14, 3-4=14 Concentrated Loads (lb) Vert: 5=-831(B) 7=-478 8=-990 9=-875 10=875 11=-990 12=-478 13=-831(13) 14=-831(B) 15=-831(B) 16=-831(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485168 J34881 ZCJ1 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:49 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-knQnodHplwRThOt_QNCRklUaTPHbjlYMEWKa3tyKal q -2-0-0 1-M 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 TCDL 15.0 Lumber DOL 1.33 BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=-55/Mechanical, 2=432/0-5-8, 4=-83/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-55(LC 1), 2=-258(LC 8), 4=-83(LC 1) Max Grav 3=48(LC 8), 2=432(LC 1), 4=67(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:8.2 d d m DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 2441190 Vert(TL) 0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=3.0psf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 55 lb uplift at joint 3, 258 lb uplift at joint 2 and 83 lb uplift at joint 4. WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. fd/00/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary andpermanent bracing Mire k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485169 J348B1 ZCJ1A Jack -Open 6 1 Job Reference o tional East Coast Tmss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13!22:50 2017 Page 1 I D:gdS WFAyb4M6XGQPcnigQbUyKcAQ-Cz_AOzIR3DZKJASB_4jgGy1 v4pgdSloVfA48bJyKa1 p 1-0-0- 1 0-0 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.02 TCDL 15.0 Lumber DOL 1.33 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=54/0-8-0, 2=37/Mechanical, 3=18/Mechanical Max Horz 1=18(LC 8) Max Uplift 1=6(LC 8), 2=-17(LC 8), 3=-4(LC 8) Max Grav 1=54(LC 1), 2=37(LC 1), 3=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.4 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.00 6 >999 240 MT20 244/190 Vert(TL) -0.00 6 >999 180 Horz(TL) 0.00 1 n/a n/a Weight: 3 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 6 lb uplift at joint 1, 17 lb uplift at joint 2 and 4 lb uplift at joint 3. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J34881-Peterson, Mike -Peterson Res. T12485170 J34881 ZCJ3 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x3 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov10 13:22:50 2017 Page 1 I D:gdS WFAyb4M6XGQPcnigQbUyKcAQ-Cz_AOzI R3DZKJASB_4jgGyl sRpeOSlovTA48bJyKal p 3-0-0 3-M Scale = 1:11.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 9lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=162/0-8-0, 2=115/Mechanical, 3=46/Mechanical Max Horz 1=53(LC 8) Max Uplift 1=-26(LC 8), 2=-51(LC 8), 3=4(LC 8) Max Grav 1=162(LC 1). 2=115(LC 1), 3=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 26 lb uplift at joint 1, 51 lb uplift at joint 2 and 4 lb uplift at joint 3. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 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 A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTe k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instltule,.218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485171 J34881 ZCJ5 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x3 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:51 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-gAYYDJJ3gXhBxJ1 NYoEvpAZveDvGBC2figph7lyKa 1 o 5-0-0 5-0-0 5-0-0 5-0-0 Scale = 1:16.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.04 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) -0.10 3-6 >578 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 16 lb FT = 0% 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. REACTIONS. (Ib/size) 1=272/0-8-0, 2=199/Mechanical, 3=72/Mechanical Max Horz 1=90(LC 8) Max Uplift 1=-46(LC 8), 2=88(LC 8), 3=3(LC 8) Max Grav 1=272(LC 1), 2=199(LC 1). 3=94(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 46 lb uplift at joint 1, 88 lb uplift at joint 2 and 3 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7477 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with N1ITek® connectors. This design is based only upon parameters shown, 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J34881-Peterson, Mike -Peterson Res. T12485172 J34881 ZEJ3 Jack -Open 8 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:51 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-gAYYDJJ3gXhBxJ1 NYoEvpAZwzD?MBC2figph7lyKal o 2-M 3-0-0 3X3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 TCDL 15.0 Lumber DOL 1.33 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rTP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=84/Mechanical, 2=411/0-5-8, 4=13/Mechanical Max Horz 2=111(LC 8) Max Uplift 3=-29(LC 8), 2=-188(LC 8) Max Grav 3=84(LC 1), 2=411(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.4 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.01 4-7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n1a n/a Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 29 lb uplift at joint 3 and 188 lb uplift at joint 2. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485173 J34881 ZEJ5 Jack -Open 20 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:52 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-9M5wQfJhbrp2YTbZ5VI8MN64NdFVweloxUZEfCyKal n 5-0-0 5-0-0 2x3 = 5-M LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 CSI. DEFL. in (loc) I/defl Ud TC 0.74 Vert(LL) -0.04 3-6 >999 240 BC 0.51 Vert(TL) -0.10 3-6 >578 180 WE "0.00 Horz(TL) 0.01 1 n/a n/a Matrix -AS REACTIONS. (lb/size) 1=272/0-8-0, 2=199/Mechanical, 3=72/Mechanical Max Horz 1=90(LC 6) Max Uplift 1=-46(LC 8), 2=-88(LC 8), 3=3(LC 8) Max Grav 1=272(LC 1), 2=199(LC 1), 3=94(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250,(Ib) or less except when shown. Scale = 1:15.7 t2 uS N PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph,, TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 46 lb uplift at joint 1, 88 lb uplift at joint 2 and 3 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p p�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iViiTe k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. T12485174 J34881 ZEJ7 Jack -Open 18 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 7-M 2x4 = 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 13:22:53 2017 Page 1 I D:gdSWFAyb4M6XGQPcnigQbUyKcAQ-dYfle?KJMBxvAdAIfDHNubfDol Utf5Xy981oCeyKa1 m N h A Scale = 1:20.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.13 3-6 >639 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.36 3-6 >228 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 1 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -AS Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. .(Ib/size) 1=382/0-8-0, 2=286/Mechanical, 3=96/Mechanical Max Horz 1=126(LC 8) Max Uplift 1=-66(LC 8), 2=125(LC 8). 3=-1(LC 8) Max Grav 1=382(LC 1), 2=286(LC 1), 3=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 66 lb uplift at joint 1, 125 lb uplift at joint 2 and 1: lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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/Toll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City, Ply J34881-Peterson, Mike -Peterson Res. T12485175 J34881 ZHJ3 Diagonal Hip Girder 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:53 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-dYfle?KJM8xvAdAIfDHNubfDk1Y7f5Xy98loCeyKa1 In -2-9-15 4-2-3 2-9-15 4-2-3 2x3 11 Scale = 1:13.4 3x4 4-2-3 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC " 0.89 Vert(LL) -0.07 6-9 >678 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(TL) 0.10 6-9 >493 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix -MP Weight: 191b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=54/Mechanical, 2=427/0-7-6 Max Horz 2=87(LC 7) Max Uplift 6=-78(LC 17), 2=-342(LC 8) Max Grav 6=148(LC 30), 2=496(LC 28) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 chard 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 78 lb uplift at joint 6 and 342 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb down and 182 lb up at 1-4-15, and 103 lb down and 182 lb up at 1-4-15 on top chord, and 61 lb down and 111 lb up at 1-4-15, and 61 lb down and 111 lb up at 1-4-15 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=1.33, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=90, 3-4=-30, 5-7=-20 Concentrated Loads (lb) Vert: 10=119(F=60, B=60) 11=101(F=51, B=51) ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 11111.7473 rev. 1010312016 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J34881-Peterson, Mike -Peterson Res. T12465176 J34881 ZHJ5 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:54 2017 Page 1 I D:gd S WFAyb4M6XG QPcn igQbUyKcAQ-51 Dg rL Lx7S3monly DwocRoBYXQ?gO W35Oo2Lk4yKa 1 I 3-6-6 7-0-2 3-6-6 3-5-11 Scale = 1:15.6 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 7 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=394/0-10-15, 6=410/Mechanical Max Horz 1=113(LC 7) Max Uplift 1=-112(LC 8). 6=-125(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=690/202 BOT CHORD 1-7=-209/626, 6-7=-209/626 WEBS 2-6=-671/233 PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0% 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=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 112 lb uplift at joint 1 and 125 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 26 lb up at 1-4-15, 68 lb down and 26 lb up at 1-4-15, and 108 lb down and 70 lb up at 4-2-15, and 108 lb down and 70 lb up at 4-2-15 on top chord, and 6 lb down and 7 lb up at 1-4-15, 6 lb down and 7 lb up at 1-4-15, and 28 lb down and 14 lb up at 4-2-15, and 28 lb down and 14 lb up at 4-2-15 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=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=90, 3-4=-30, 5-8=-20 Concentrated Loads (lb) Vert: 13=-13(F=-6, B=-6) 14=-36(F=-18, B=-18) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 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 ANSIfrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply J34881-Peterson, Mike -Peterson Res. TZH T12485177 J34881 Diagonal Hip Girder 2 1 Job Reference (optional) cast Coast I russ, m. merce, t-L s4a4e 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 13:22:55 2017 Page 1 ID:gdSWFAyb4M6XGQPcnigQbUyKcAQ-Zxn33gMZumCdPxK8neJrcOkcl gHc7tgFdSnuGXyKa 1 k 4-11-6 1 4-10-11 Scale = 1:20.8 3 4 1x4 u 3x6 = 5 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 7 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=617/0-10-15, 6=729/Mechanical Max Horz 1=156(LC 7) Max Uplift 1=-184(LC 8), 6=-234(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1252/383 BOT CHORD 1-7=-408/1151, 6-7=408/1151 WEBS 2-6=1152/405 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 0% Structural wood sheathing directly applied or 5-1-14 oc purlins, except end verticals. Rigid ceiling directly applied or 9-2-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=23ft; B=47ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 1 and 234 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 26 lb up at 1-4-15, 68 lb down and 26 lb up at 1-4-15, 108 lb down and 70 lb up at 4-2-15, 108 lb down and 70 lb up at 4-2-15, and 151 lb down and 116 lb up at 7-0-14, and 151 lb down and 116 lb up at 7-0-14 on top chord,, and 6 lb down and 7 lb up at 1-4-15, 6 lb down and 7 lb up at 1-4-15, 28 lb down and 14 lb up at 4-2-15, 28 lb down and 14 lb up at 4-2-15, and 49 lb down and 19 lb up at 7-0-14, and 49 lb down and 19 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-30, 5-8=-20 Concentrated Loads (lb) Vert: 13=144(1`=72, B=72) 14=-13(F=-6, B=-6) 15=-36(F=-18, B=-18) 16=-88(F=-44, B=-44) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 10/03/2015 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 Welk' �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iYl 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 ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parkrk 36610 East Z Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole - For 4 x 2 orientation, locate plates 0- 'hug from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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 of O 2 U d O 1- Numbering System 61-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 0 of O 2 U EL O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General 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 ANSlfrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.