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HomeMy WebLinkAboutTruss Design Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I'iTek® RE: 2878675-GEM-ALLEN - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GEM BLDRS Project Name: ALLEN Model: . Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 2080 PULITZER RD., . City: FORT PIERECE State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph - Roof Load: 37.0 psf Floor Load: N/A psf This package includes 76 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T25166108 A 8/26/21 23 T25166130 CJ4 8/26/21 2 T25166109 Al 8/26/21 24 T25166131 CJ5 8/26/21 3 T25166110 A2 8/26/21 25 T25166132 CJ6 8/26/21 4 T25166111 A3 8/26/21 26 T25166133 CJ11 8/26/21 5 T25166112 A4 8/26/21 27 T25166134 CJ 13 8/26/21 6 T25166113 A5 8/26/21 28 T25166135 CJ31 8/26/21 7 T25166114 A6 8/26/21 29 T25166136 CJ33 8/26/21 8 T25166115 A7 8/26121 30 T25166137 CJ53 8/26/21 9 T25166116 A8 8/26/21 31 T25166138 D 8/26/21 10 T25166117 A9 8/26/21 32 T25166139 D1 8/26/21 11 T25166118 A10 8/26/21 33 T25166140 D2 8/26/21 12 T25166119 All 8/26/21 34 T25166141 D3 8/26/21 13 T25166120 B1 8/26/21 35 T25166142 D4 8/26/21 14 T25166121 B2 8/26/21 36 T25166143 D5 8/26/21 15 T25166122 B3 8126121 37 T25166144 D6 8/26/21 16 T25166123 B4 8/26/21 38 T25166145 D7 8/26/21 17 T25166124 B5 8/26/21 39 T25166146 D8 8/26/21 18 T25166125 C1 8/26/21 40 T25166147 D9 8/26/21 19 T25166126 C2 8/26/21 41 T25166148 D10 8/26/21 20 T25166127 C3 8/26/21 42 T25166149 Dll 8/26/21 21 T25166128 CJ1 8/26/21 43 T25166150 D12 8/26/21 22 T25166129 CJ3 8/26/21 44 T25166151 D13 8/26/21 The truss drawing(s)referenced above have been prepared by MiTek USA Inc. under my direct supervision based on the parameters ,�� SV1.IU8• ;rF�i��� provided by Builders FirstSource(Fort Pierce). •,.��C E IV SF•••• ,i��� Truss Design Engineer's Name: Lee, Julius No 3 69 My license renewal date for the state of Florida is February 28,2023. IMPORTANT NOTE:The seal on these truss component designs is a certification STATE OF .•41J that the engineer named is licensed in the jurisdiction(s)identified and that the • A designs comply with ANSI/TPI 1. These designs are based upon parameters ���� O R p �_�, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �� s Tews or TRENCO's customers file reference given to MiTek orTRENCO. Any project e specific purpo eonly,l nformation included is f or �and was not taken iintoo account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, Julius Lee PE No.34869 the building designer should verify applicability of design parameters and properly MITekOKI=FL Cert6634 d incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa R.33610 Date: August 26,2021 " Lee,Julius 1 of 2 7 , MiTek® ` MiTek USA, Inc. RE: 2878675-GEM-ALLEN - 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: GEM BLDRS Project Name: ALLEN Model: . Lot/Block: . Subdivision: . Address: 2080 PULITZER RD, . City: FORT PIERECE State: FL No. Seal# Truss Name Date 45 T25166152 EJ5 8/26/21 46 T25166153 EJ6 8/26/21 47 T25166154 ER 8/26/21 48 T25166155 EJ8 8/26/21 49 T25166156 EJ61 8/26/21 50 T25166157 EJ71 8/26/21 51 T25166158 EJ.72 8/26/21 52 T25166159 G 8/26/21 53 T25166160 G1 8/26/21 54 T25166161 G2 8/26/21 55 T25166162 G3 8/26/21 56 T25166163 G4 8/26/21 57 T25166164 HJ5 8126/21 58 T25166165 HJ6 8/26/21 59 T25166166 HJ7 8/26/21 60 T25166167 HJ71 8/26/21 61 T25166168 PB1 8/26/21 62 T25166169 PB2 8/26/21 63 T25166170 PB3 8/26/21 64 T25166171 PB4 8/26/21 65 T25166172 PB5 8/26/21 66 T25166173 V1 8/26/21 67 T25166174 V2 8/26/21 68 T25166175 V3 8/26/21 69 T25166176 V4 8/26/21 70 T25166177 V5 8/26/21 71 T25166178 V6 8/26/21 72 T25166179 V7 8/26/21 73 T25166180 V8 8/26/21 74 T25106181 V9 . 8/26/21 75 T25166182 V10 8/26/21 76 T25166183 V11 8/26/21 2 of 2 Job ` Truss Truss Type Qty Ply T25166108 28�8675-GEM-ALLEN A Flat Girder 1 Job Reference o tional i Buildersrs FirstSour�(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:32 2021 Page 1 I D:uoiemLy2lWguMEaKgdulJeyou2x-msxOd4JDAd5GnYXISTUiDdgIMC?FQnuJAY2aGwyk?Qb 5-10-13 11-5-13 17-0-14 22-7-14 28-2-15 33-9-15 395-0 45 3-12 5-10-13 5-7-1 5-7-1 '7-1 5-7-1 5-7-1 5-7-1 5-10-13 Scale=1:79.6 NAILED NAILED -NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6= NAILED NAILED NAILED 5x8= NAILED 4x6 NAILED 4x4= 46= 4x4= NAILED 2x4 11 NAILED 44= NAILED 44=NAILED 46= NAILED 5x8= 1 21 22 2 23 24 325 4 2627 5 28 29 306 31 32 7 833 34 9 35 36 10 37 38 39 11 ¢>I ofl m m m m un un on m m m m m 20 .40 41 19 42 43 18 44 45 46 17 47 48 4916 5o 51 15 52 53 14 54 55 13 56 57 58 12 3xe-11 5x8= 7x10= NAILED 44-= NAILED 7x10= NAILED 44= NAILED 7x10 NAILED 5x8=NAILED ST1.5x8 STP= NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 3x8 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-10-13 IE1 5 3 17-0-14 22-7-14 2&2-15 33-9-15 39-5-0 45-3-12 5-10-13 5-7-1 5-7-1 5 7-1 5 7-1 5-7-1 5-7-1 5-10-13— Plate Offsets(X)I— [12:0-4-4 0-1-8] [13:0-3 8 0-2-8]-[14:0-5-0,0=4=8],[16:0-5=0,0.4-6],[18:0-5-0,0-4-81,[19:0-3-8,0-2-8],[20:0-4-4,0-1-8]- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.50 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.95 16 >564 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(ILL) 0.76 16 >706 240 Weight:636 lb FT=209/6 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. 1-20,11-12:2x6 SP No.2 REACTIONS. (size) 20=Mechanical,12=0-3-8 Max Uplift 20=-1445(LC 8),12=-1568(LC 8) Max Grav,20=2805(LC 25),12=2962(LC 25) FORCES.— (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=2685/1461,1-2=4904/2525,2-3=-8290/4268,3-5=-10316/5310;55=-10989/5656, 6-7=10989/5656,7-9=-10325/5315,9-10=-8299/4272,10-11=-4909/2527, 11-12=-2831/1588 BOT CHORD 18-19=-2525/4904,17-18=-4268/8290,16-17=5310/10316,1 5-1 6=531 5/1 0325, 14-15=4272/8299,13-14=2527/4909 WEBS 11-13=-2766/5373,1-19=-2765/5371,10-13=-2274/1397,2-19=-2273/1397, 10-14=-1967/3823,2-18=-1965/3817,9-14=-1559/?.004,3-1B=-1559/1003, 9-15=1176/2283,2-17=1175/2284,7-15=-854/648,5-17=-854/647,7-16=-405/749, 5-16=-413/759,6-16=-499/460 �I(ij rNOTES- ` SJ�IU.. 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �� .•• G E Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ��� V` SF•�•. �40. Bottom chords connected as follows:2x6-2 rows sta ered at 0-9-0 oc. '► ss 10 34869 Webs connected as follows:2x4-1 row at 0-9-0 oc. 10 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 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Q •. �/ to the use of this truss component. �i T,� Q;• 5)Provide adequate drainage to prevent water ponding. ��j� ..R '•``�` 6)This truss has been designed for a 10.0 psf bottom chord ve load nonconcurrent ive loads. 7) This truss has been designed for l a Hive load of 20 ps on the bottom chord n c all areas where th any other l a rectangle 3-6-0 tall by 2-0-0 wide j N A �,1�,, will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. Julius Lee PE N0.34869 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) Mi USA,Inc.FL Cett6634 20=1445,12=1568. 6904 Parke East Blvd.Tampa FL 33610 10)"NAILED'indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. Date August 26,2021 Q §MMaandard a ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19=20 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k" 19 always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSt?P11 Quality Criteria,DSH-e9 and BCSI Building Component 69D4 Parke East Blvd. Safety Inlormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166108 2878675-GEM-ALLEN A Flat Girder 1 Job Reference(optional) I Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:32 2021 Page 2 I D:uoiemLy21 WguMEaK9du IJeyou2x-msxOd4JDAd5GnYXISTUiDdg I MC?FQnuJAY2aGwyk?Qb LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) ~ Vert:1-11=-54,12-20=-20 Concentrated Loads(lb) Vert:4=62(F)11=-94(F)19=-33(F)2=-62(F)14=-33(F)9=-62(F)15=33(F)7=-62(F)21=-62(F)22=-62(F)23=62(F)24=-62(F)25=-62(F)27=-62(F)28=-62(F) 29=-62(F)30=-62(F)31=-62(F)32=-62(F)33=-62(F)34=-62(F)35=-62(F)36=-62(F)37=-MF)38=62(F)39=-62(F)40=-33(F)41=-33(F)42=-33(F)43=33(F) ` 44=-33(F)45=-33(F)46=-33(F)47=33(F)48=-33(F)49=33(F)50=-33(F)51=-33(F)52=-33(F)53=-33(F)54=-33(F)55=-33(F)56=33(F)57=-33(F)58=-33(F) A r• , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5f19r202D BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building Component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT�i�• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166109 2878675-GEM-ALLEN Al Half Hip 1 1 Job Reference o tional Builders FirstSource(Fart Pierce), Fort Pierce,FL-34945, `J 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:34 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-iF3m2mLTiEL_Org8Zu WA12mzU0hsulocerXhLpyk7QZ 7 8-0 15 0-10 22-6-15 30-1 5 37-7-10 45-3-12 7 a-0 7 4 10 7-6 6 7-6 6 7-6-6 7-8-2 Scale=1:79.4 w 6.00 12 5x6= 4x4= 7x10= 4x4= 4x6= 4x4= 5x6= 2 3 16 4 5 6 7 17 8 15 1 0 0 46-5�- 14 13 12 11 10 9 4x4= 7x10= 4x4= 7x10= 5x6= ST1.5x8 STP= 3x6 I I 15-0-10 22-6-15 30 15 37-7-10 45-3-12 r 7-8-0 7-4-10 7-6-6 7-6-6 7-6-6 7-8-2 Plate Offsets(X Y} [1.0-1-0 0-1-81 [2.0-3-0 0-2-7] [4.0-5-0 0-4-8] [9:04-4 0-1-8] [11:0-5-0 0-4-81 [13:0-5-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC _0.92 Vert(LL) -0.40 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25. BC 0.84 Vert(CT) -0.74 12-13 >731 240 BCLL 0.0 Rep Stress Incr YES WB 0:69 Horz(CT) 0.15 -9 n/a n/a BCDL 10.0- Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.54 12 >997 240 Weight:297 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 3-14,4-13,7-11,8-10 WEBS 2x4 SP No.3*Except* 3-14,4-13,5-12,7-11,8-10:2x4 SP No.2 REACTIONS. (size) 1=Mechanical,9=0-3-8 Max Horz 1=21O(LC 12) Max Uplift 1=-785(LC 12),9=803(LC 12) -Max Grav 1=1669(LC 1),-9=1 669(LC 1) FORCES. (lb)--Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3203/1780,2-3=-2717/1665,3-4=4331/2491,4-5=-4873/2680,5-7=4343/2340, 7-8=2761/1475,8:-9=-1595/945 BOTCHORD 1-14=1679/2755,13-14=-2491/4331,12-13=-2686/4875,1-1-12=-2340/4343, 10-11=-1475/2761 WEBS 2-14=-422/1062,3-14=-1922/932,3-13=40/497,4-13=-W-/288,5-12=-384/597, 5-11=675/527,7-11=-985/1783,7-1 0=-1 261/847,8-1 0=1 640/3076 ��p111ItIJ���� NOTES- v. L1US Lrr ��I� 1)Unbalanced roof live loads have been considered for this design. ��1,. ,J..••••.•c� ��� 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5:Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ♦ , C E II;ExpC;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)0-0-12 to 6-0-12,Interior(1)6-0-12 to 7-5-0,Exterior(2R) • �j S+ F• �� 7-841 to 16-1-13,Interior(1)16-1-13 to 45-2-0 zone;cantilever_left and right exposed;C-C for members and forces&MWFRS for (�)O 3486.9 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 . 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. •L� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �IJ 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. �i Q P.•:����, 7)Refer to girder(s)for truss to truss connections. �� 41 R%••'�`�?,�� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=785,9=803. 1�-°,NA Julius Lee PE Na;34869 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Dater August 26,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5119/2020 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdration,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 69134 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldod,MD 20601 Tampa,FL 36610 r Job Truss Truss Type Qty Ply 1-25166110 2878675GEM-ALLEN A2 Half Hip 1 1 Job Reference(optional) `11- T 1J Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:40 2021 Page 1 I D:u oiemLy2 Wgu MEaK9du IJeyou2x-XPQ 1 IpPE H457km8lw8daYJOz7Rnzl02 UOn_OYSyk7QT 5-1-0 -9-8-0 16-7-13 23-9-6 30-10-14 38-0-7 45-3-12 5-1-0 4 7-0 6-11-13 7-1-9 7-1-9 7-1=9 7-3-5 Sr!V,e=1:79.4 5x6= 4x4= 7x10= 4x4= 4x6= 4x4= 5x6= 6.00 12 3 20 4 21 5 27 6 7 8 23 9 2x4 19 2 1 18 0 4x6 17 16 15 14 13 12 11 10 5x8= 5x6= 4x4= 4x4= 46—_4x4= 5x6= ST1.5x8 STP= 3x6 II 9 8-0 16-7-13 23-9-0 30-10-14 38-0-7 45-3-12 9 8 0 6-11-13 7% 7-1-9 7-1-9 Plate Offsets(X,Y)- [1:0-1-0,0-1-8],[3:0-3-0,0-2-7],[5:0-5-0,0-4.8],[10:0-4-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in -(foc) I/defi Ud PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.28 14=15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.53 14=15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(L-L) 0.39 14-15 >999 240 Weight:313-lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, 1-3:2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17,5-15,8-12,9-11 REACTIONS. (size) 1=Mechanical,10=0-3-8 Max Horz 1=263(LC 12) Max Uplift 1=-780(LC-12),10=809(LC 12) Max Grav 1=1669(LC1).10=1669(LC1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=3177/1839,2-3=-2960/1690,34=-2574/1555,4-5=3613/2116,5.6=-3867/2158, 6-8=3364/1838,8-9=-2105/1142,9-10=-1602/956 BOT CHORD 1-1 7=1 832/2751,15-17=-2116/3613,14-15=-2167/3873,12-14=-1838/3364, 11-12=-1142/2105 WEBS 2-17=256/333,3-17=-462/1002,4-17=-1345/682,4-15=-22/390,5-15=-385/153, 5-14=-199/293,6-14=-389/611,6-12=-729/555,8-12=859/1529,8-11=-1286/864, 9-11=1372/2533 NOTES- �1��J�.�us LF r�'II 1)Unbalanced roof live loads have been considered for this design. ,1 J ••......•� C I� 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. �% •�G E N Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)0-0-12 to 6-0-12,Interior(1)6-0-12 to 9-8-0,Exterior(2R) �� • V F �•. I, 9-"to 18-1-13,Interior(1)18-1-13 to 45-2-0 zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 34$69 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. w b 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •, ,����!"/a`. 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 �j Q • tea/ will fit between the bottom chord and any other members. �i T 7)Refer to girder(s)for truss to truss connections. ��j� •:a R•,9•• �`��, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=780,10=809. Julius Lee PE No 34869 MiTek USA,Inc.FL Cert 6634 6904 Parke EastBlvd.Tampa FL 33610 Date:. August 26,2021 M ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job ' Truss Truss Type Qty Ply ' T25166111 2878675-GEM-ALLEN A3 Half Hip 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46*41 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-7b_QW9Qs2OD_MwjU Us8p4XYEVg7U 1 sceFRkZ4vyk?QS 5 11-0 11�-0 18-3-0 24-11-12 31 8 8 38-5-4- 45-3-12 5-11-0 5-9-0 6 6 8-12 6�-12 6 8 12 6-10-8 Scale=1:79.5 c� 5x5 4x4= 7x10= 4x4= 7xl0= 5x6= 6.00 12 3 19 4 20 5 21 6 7 22 8 34 i 2 18 1 m 0 5x6= 17 16 15 14 23 13 12 11 24 10 25 9 2x4 I I 5x8= 5x6= 4x4= 4x4= 5x6 4x4= 5x6= ST1-.5x8 STP= 3x6 11 511-0 118-0 18-3-0 24-11-12 318-8 38-5-4 , 45-3-12 5-11-0 5-9-0 6-7-0 6.8-12 6 8-12 6-8 12 6-10-8 Plate Offsets(X Y)— [.1:Edge 0-1-5]-[3:05-0,0-2-7] [5:0-5-0,04-0],[7:0-5-0,0-4-8),[9:0-4-4,0-i=BI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.28 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.47 13-14 >999 240 BCLL 9.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matdx-SH Wind(LL) 0.31 13-14 >999 240 Weight:329 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-85 oc purlins, 1-3:2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-9,4-16,5-14,7-11,8-10 i REACTIONS. (size) 1=Mechanical,9=0-3-8 Max Horz 1=317(LC 12)_ Max Uplift 1=-774(LC 12),9=815(LC 12) Max Grav 1=2033(LC 17),9=1956(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3863/1773,2-3=-3344M613,3-4=-2940/1496,4-5=3680/1840,5-0=-3749/l806, ra-7=-3168/1498,7-8=-1941/914,8-9=-1827/967 BOT CHORD 1-1 7=1 818/3447,16-17=-1818/3447,14-16=-1840/3680,13-14=-1814/3755; 11-13=-1498/3168,10-11=936/1975 WEBS 2-16=547/389,3-1 6=-42211 1 6 1,4-16=-1104/459,4-14=0/408,5-13=286/337, 6-13=410f773,6-11=-805/580,7-11=-771/1602,7-1 0=-1 402/877,8-1 0=-1 20612665 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,1 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ,� , ......... I� Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)0-0-12 to 5-11-0,Interior(1)5-11-0 to 11-8-0,Exterior(2R) `�� � 'E N�+•• �4* 11-8-0 to 20-1-13,Interior(1)20-1-13 to 45-2-0-zone;cantilever left and right exposed;C-C for-members and forces&MWFRS for ��. ;• F�••. �� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3 BuildingDesigner/Project engineer responsible for verifyinga lied roof live load shown covers rain loading requirements specific • ,• $4869' r 9 1 9 P PP 9 q P to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 't) 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 to 140 Will fit between the bottom chord and any other members,With BCDL=10.Opsf. �>O 7)Refer to girder(s)for truss to truss connections. �i,�. ' .- NC,�� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �j� •• R �•1=774,9=815. i'r4"e. Yg �f�/ Julius Lee PE No.34869 MiTek USA,Inc.FL Cert6634 6904 Parke East Blvd.Tampa FL 33610: Date:: August 26,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511WO20 BEFORE USE. Design valid for use only with MTeW connectors.This design is based only upon parameters shown,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- ISalways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166112 2878675-GEM-ALLEN A4 Roof Special 1 1 Job Reference(optional) j' x Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:42 2021 Page 1 ID:uoiemL121WguMEaK9dulJeyou2x-ToYojVRVpiMr_4Hg 1 Zf2dk5MSESMmMPnT5T6dLyk?QR 7-1-0 13 8-0 19-9-5 25-10-11 32-0-0 35-1-8 , 40-0-14 45-3-12 7-1-0 6.7 0 6-15 6-1-5 6-15 3-1 8 4-11-6 5-2-14 ScS,,e=1:81.0 5x6= 4x4= 7x10= 6x8= _ 6.00 F12 3 20 4 5 21 6 6x8= 4x4= 3x4 II 7 8 9 3x6 i 2 19 X22 18 0 N 1 0 5x6= 17 16 15 23 24 14 25 26 13 12 11 10 2x4 11 5x8= 5x6= 4x4= 5x8= 4x4= ST1.5x8 STP= 4x6= 6x8= 7-1-0 13-8-0 22-10-0 32-0-0 40-0-14 45-3-12 7-1-0 6-7-0 9-2-0 9-2-0 8-0-14 5-2-14 Plate Offsets(X,Y)— [1:Edge,0-1-5),[3:0-3-0,0-2-7],[5:0-5-0,0-4-8),[6:0-4-0,0-3-41,[10:Edge,0-4-8) LOADING (psf) SPACING-- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.26 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.44 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Wind(LL) 0.25 14=16 >999 240 Weight:330 lb FT=201/6 LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 1.4-12 oc purlins, 1-3:2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16,5-12,7-11,8-10 REACTIONS. (size) 1=Mechanical,10=0-3-8 Max Horz 1=287(LC 12) Max Uplift 1=-777(LC 12),10=-811(LC 12) Max Grav 1=2040(LC 17),10=1879(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3832/1898,2-3=5189/1684,34=-2798/1607,4-5=3237/1790,55=-2603/1512, 6-7=2960/1640,7-8=-1637/899 BOT CHORD IIA7=1939/3452,16-17=-1939/3452,14-16=-1723/3200,12-14=-1725/3133, 11-12=-1534/2757,10-11=-899/1637 WEBS 2-17=0/269,2-16=-703/476,3-16=-396/1076,4-16=-740/349,4-14=0/274,5-14=-35/310, 5-12=758/447,6-12=-425/1092,7-12=-284/221,7-11=1647/933,8-11=-504/1428, 8AO0 2360/1296 ��ttttuurir����� NOTES- 1)Unbalanced roof live loads have been considered for this design. ♦ J •.•••C� �� 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;tf--15ft;B=45ft;L=60ft;eave=7ft Cat. �� .••,G nj s�••. ,��! II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extefior(2E)0-0-12to 6-0-12,Intedor(1)6-0-12 to 13-8-0,Exterior(21R) ��� ;• 4 •. �� 13-M to 19-9-5,Interior(1)19-95 to 32-M,Exterior(2E)32-0-0 to 35-1-8,Interior(1)35-1-8 to 45-2-0 zone;cantilever left and right ,, exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 34869 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .~. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideQ ". :•�/�� will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 4O R,..•,•�`�?,�� 8)Prov1=7ide 1m� 8ec„ ,f mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) I���� ON Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke EW:Bivd.Tampa FL 33610 Date:.. August 26,2021 T A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE,PAGE MII-7473 rev.5/1912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Mi lr ek- is always required for stability and to prevent collapse 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,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166113 2878675-GEM-ALLEN A5 Roof Special 1 1 Job Reference(optional) Builders FirstS=Ee(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:44 2021 Page 1 I D:uoiem Ly2l Wgu M Ea K9du lJeyou2x-QAgY8ASILJrZDOR39_iw*19Ah827LE D H4xPyDhDyk?QP 7-1-0 13 8-0 15-8-0 22-10 0 , 30-0-0 32 8-0 , 37-1-8 41-2-4 , 45-0-12 7-1-0 6 7-0 2-0-0 7-2-0 7-2-0 2-8-0 4-5-8 4-0-12 Scale=1:82.7 6.00 12 6xB= 2x4 II 6x8= 3x4-11 4 25 5 26 6 3x4 II 3 7 Sx12= 27 3x4 11 5x6= 5x6 i 24 8 9 10 2 i 23 a N 1 18 16il 7x10 12 11 v i9 r2 28 29 17 -30 31 7x10= 3 = 1IN 0 7x10= 7x10= - 22 21 20 19 15 14 13 ST1.5x8 STP= 5x6= 3x4 11 3x4 11 5x12= 3x4 11 4x6 i 1- 7-1-0 13 8-0 22-10-0 3M-0 37-1-8 41-2 4 45-0-12 1- 5-11-11 6-7-0 9 2-0 9-117-0 45 8 4-0-12 4-1 8 Plate Offsets(X Y)- [1:0-1-0 0-1-121 [2:0-3-0 0-3=0] [4:011-0 0-1-15] [6:0-4-0,0-1-15],[12:0-4-12,0-3-8],[162-4-12,0-M],117:0-5-0 0-4-8],[18:0-4-12,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 4.40 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.70 16-17 >755 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 035 22 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.39 16-17 >999 240 Weight:336 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-10 oc purlins, 4-6:2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2*Except' BOT CHORD Rigid ceiling idirectly applied or 5-7-4 oc bracing. 1-19:2x6 SP M 26,3-19,7-15,9-13:2x4 SP No.3 WEBS 1 Row at midpt 18-20 WEBS 2x4 SP No.3*Except* 10-22;'8=20,14-16,12-14,10-12:2x4 SP No.2 REACTIONS. (size) 1=1-4-13,21=0-3-8,22=0-3-8 Max Harz 1=-262(LC 10) Max Uplift 1=-217(LC 12),21=583(LC 12).22=-791(LC 12) Max Grav 1=688(LC 17),21=1381(LC 17),22=1857(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=3271/1604,2-3=-4142/2264,3-4=-4130/2429,4-5=3654/2144,5-0=-3654/2144, 6-7=4159/2447,7-8=-4140/2302,8-9=-2817/1518,9-10=-2817/1517,11-22=-1857/983, 10-11=-1725/969 BOT CHORD 1-21=1 617/2990,20-21=-1617/2990,3-18=-243/377,17-18=-1741/3286, 16-17=-169513097,7-16=-206/315 WEBS 5-17 8=-473/484,6-17=-030I786,6 16=1752 1407014-168 J 16 0/3087,8-16=-518/950, LlfJsf 8-14=2542/1504,12-14=-1611/2997,10-12=-1722/3198 �1 ,.•.. •••..• F �j ••�GENs.• �� NOTES- 1)Unbalanced roof live loads have been considered for this design. 34869' 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)0-0-0 to 6-M;Interior(1)6-0-0 to 15-8-0,Exterior(2R)15.8-0 to 21-8-0,Interior(1)21-8-0 to 30-M,Extedor(2R)30-M to 36-0-0,Interior(1)36-0-0 to 45-2-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 "b 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific +p 4!! to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. O A,Q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j� ••:,�••••.f•'.a��,�� 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 ,!/QN A♦� will fit between the bottom chord and any other members,With BCDL=IO.Opsf. 7)Bearing at joint(s)22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Julius Lee PE No34869 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) MTek USA,,Inc.FL Cart 6634 1=217,21=583,22=791. 6904 Parke East.Blvd Tampa FL33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.51IM020 BEFORE USE. " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general-guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166114 2878675-GEM-ALLEN A6 Roof Special 1 1 Job Reference(optional) x' Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:46 2021 Page 1 1 D:u oiemLy21 Wgu M Ea K9du IJeyou2x-MZnJZsU?lwsHShbRGPk_na F4Om4i64 N Oj RKm6yk?QN �24-15_i 8-6-0 i 13-8-0 17-2.8 22-84 i 28-5-0 i30-2-0i 32-0-0 i 38-0-0 45-3-12 24-11 6-1-1 5-2-0 3.6-0 5-5-12 5-94 1-0-0 2-0-0 6-0-0 6-7-12 Schle=1:82.0 6x8= 2x4 II 6x8= 6.00 F12 5 631 7 4x6 i 5x6 4 8 5x6 i 30 32 t 6x8= 3x4 II o 9 10 29 0 3X6-i 2 2 17 16 7x m 1 &10= 21 20 19 18 1 44 5X4_ 4x4= 4x6_5x8= 4x4= 154x4 4x6= 2x4 I I 3x4 II 25 24 23 2x4 11 3x4= 13 12 11 3x6 11 6x8= 3x4 I I 3x4 11 5x8= ST1.5x8 STP= 6X8= 24-15 -11-4 e-0-0 7-2-0 22-&4 i 2&5$ 30.2-0 i 32-0-0 38-0-0 45-3-12 1 1 1-11-4 6-1-1- 5.2-0 3 6$ 5-5-12 5.94 1 8A 2 fi-0 6-0-0 6-7-12 1 OS10 Plate Offsets(X,Y)— [3:0-3-0,0-M],[5:0-4-0,0-1-15],[7:0-5-4,0-3-0],[9:0-5-4,0-3-0],[11:Edge,0-4-4],[12:0-0-8,0-2-8],[16:0-5-8,0-4-4],[17:0-2-0,0-0-0],[22:0-5-8,0-3-8], [25:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:67 Vert(LL) -0.30 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.55 18-19 >933 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.36 ' ifi n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL). 0.40 18-19 >999 240 Weight:361 lb FT=20% LUMBER- BRACING- TOP CHORD -2x6 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc purlins, 3-5,1-3:2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2`Except` BOT CHORD Rigid-ceiling directly applied or 4-9-0 oc bracing. Except: 4-23,15-17,8-13:2x4 SP No.3,14-15,26-27_*-2x4 SP No.2 4-11-0 oc bracing:21-22 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 12-16,9-11 REACTIONS. (size) 11=0-3-8,25=0-11-5 Max Horz 25=-311(LC 10) Max Uplift 11=-756(LC 12),25=-928(LC 12) Max Grav 11=1577(LC 1),25=1765(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2157/1262,3-4=-0928/2586,4-5=-3043/2083,5-6=2982/2093,6-7=-2981/2091, 7-8=-3192/2124,8-9=4563/2870 BOT CHORD 24-25=-245/417,4-22=-61011116,21-22=-2246/3510,19-21=-1 630/2673, 18-19=-1684/2847,17-18=2464/3996,16-17=-2320/3752,8-16=564/1237, 11-12=-1490/2454 WEBS 2-25=-1579/1214,2-24=1126/1806,3-24=-1 53211126,22-24=-1437/2314,3-22�1-033/16 7-19=1773/379,7-18=597 1070998 8=-1 965/889,12-16=3159782662,9-16459760/1524, ,��>>�, .�US 9-1 2=1 125/855,9-11=-2761/1674 �� ,••\Ci E IN s'• �ii NOTES- 34869 1)Unbalanced roof live loads have been considered for this design. � 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5:Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)0-0-0 to 6-M,Interior(1)6-0-0 to 17-2-8,Exterior(2R)17-2-8 7k to 23-2-8,Interior(1)23-2-8 to 28-5-8,Extedor(2R)285-8 to 345-8,Interior(1)34-5-8 to 45-2-0 zone;cantilever left and right ir exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �• �(/„ 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. �1••.,0 R ..•' �,�� 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 �ltol11 N A ,�,�1� will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift atjoint(s)except at=lb) Julius Lee PE No.34869 11=756,25=928. MiTek USA,Inc.FL Cert 6634 69M Parke East Blvd.Tampa FIL 33610 Date: August 26,2021 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5!1912020 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Tek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPlf Quality Criteria,DSB-89 and SCSI Building Component 69134 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166115 2878675-GEM-ALLEN A7 PIGGYBACK BASE 1 1 Job Reference(optional) Build rs FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:49 2021 Page 1 I D:uoiemLyLlWguMEaK9dulJeyou2x-mBTRBuWuArErJ9KOyXHhPDtaj3g2vUAp4hg_NRyk7QK ,-2-0-0 3-4-0 IN 13-0-0 16-11-15 22-8-4 28 8 1 10-2�32 8 0 38 8-2 42-7-14 ,45-0-12, 2-0-0 3-4-0 5-2-0 5-2-0 3 3-15 5$-5 5-11-13 5-1 2 6-0 6-0-2 3-11-13 2-7-14 Scale=1:89.4 � 6x8= 6.00 12 2x4 I I 6x8= 6 7 36 837 4x6 i 5x6 5 g 5x6 3.00 12 35 311 6x8 Zz 4 .. 10 6xB=3x4 I I d 5x6 iEN - 11 12 A2x4 I I 34 3 2x4 I 19 m o 2x4Z �c10= 23 22 21 20 1 7x 41d 1 8pc4=4x4= 4x6= 4x4=17 011`b 2x4 II 5x8= 3x4 II 15 14 13 ST7.5x8 STIR=27 26 25 2x4 I I ST1.5x8 STP= 5x12= 3x4 11 3x4= 412= ST1.5xB STIR= 5x6= 3x8 11 3x4 11 6x8= 3-0-0 3 i10 8:-0 13 8-0 1 fi-11-15 22 8-0 28.8 1 0-2 Q 32 fl 0 , 38�-2 42-7-14 45-3-42. -003 04-0 5-2-0 5-2-0 3 3-15 5.8-5 5-11-13 5-1 2=6-0 6. 3-11-13 2-7-14 Plate Offsets(X,Y)— [2:Edge,0-3-1],[4:0-3-0,0-3-0],[6:0.4-0,0=f=15],L8:0-5-4,0-3-0] [13:Edge,OA-4],[18:0-",0-3-12],[19:0-2-0,0-0-0],[24:0-5-8,0-3-8],[27:0-4-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Hdefi L/d PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.23 20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.44 20-21 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.91 Horz(CT) 0.27 13 n/a n/a BCDL 10.0 Code FBC2020ffP12014 Matrix-SH Wind(LL) 0.32 20-21 >999 240 Weight:367 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 34-0 oc purlins, 4-6,1-4:2x4 SP No.2 except end verticals,and 2-M oc purlins(4-6-0 max.):6-8,11-12. BOT CHORD 2x6 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. Except: 5-25,17-19,9-15:2x4 SP Nm.3,16-17,31-32:2x4 SP No.2 5-7-0 oc bracing:23-24 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-26,14-18 3-26:2x4 SP No.2 OTHERS -2x4-SP No.3 REACTIONS. (size) 13=0-M,2=0-8-0,27=0-8-0 Max Horz 27=-330(LC 10) Max Uplift 13=695(LC 12),2=994(LC 1),27=-1395(LC 12) Max Grav 13=1457(LC 1),2=344(LC 12),27=2977(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less-except when shown. TOP CHORD 2-3=1787/2254,3-4=-1 Ol Of753,4-5=-2790/2183,5-6=-2390/1962,6-7=-2557/2143, 7-8=2557/2141,8-9=-2848/2262,9-10=4083/3081,10-11=2306/1685 BOT CHORD 2-27=-1883/1618,26 27=-1883/1359,5-24=-212/443,23-24=-1778/2500, 21-23=-1407/2097,20-21=1685/2530,19-20=-2568/3569,18-19=-2414/3347, 9-18=726/1134,13-14=983/1309 ,���1{I:IIIII�II WEBS 3-27=2766/2202,3-26=2119/2889,4-26=1491/1245,24-26=-772/1136, >>11 L1US 4-24=-114011616,5-23=650/553,6-23=-291/479,6-21=-517/751,7-21=-361/450, �1� JJ�..••.... 8-21=191/251,8-20=-089/982,9-20=-1406/1190,14-18=-1735/2386,10-18=-934/1313, �~ .+ �G E N S�• �� 10-14=-1609/1327,11-14=746/1092,11-13=-1845/1395 ��+ V �•.; �� NOTES- ., 34869 r 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Ex pi C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 16-11-15,Extedor(2R) b !rc Z 16-11-15 to 22-11-15,Interior(1)22-11-15 to 28-8-1,Exterior(2R)28-8-1 to 34-8-1,Interior(1)34-8-1 to 45-2-0 zone;cantilever left 4U•`. and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 • '11!� 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ''ice'� :. 0 R, Q"�:�_�� to the use of this truss component. �j, •..••,,.. 1�,� 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Julius.Lee PE Nu.3486.9 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=lb) MiTek USA,Inc.FL Cert 6634 13=695,2=994,27=1395. 6904 Parke East Blvd.Tampa FL 33610 8)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date:: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* Y always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVT1Plf Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166116 2878675-GEM-ALLEN A8 PIGGYBACK BASE 2 1 Job Reference(optional) -r- t Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:51 2021 Page 1 I D:uoiem Ly21 Wgu M Ea K9dulJeyou2x-W bCcaY8iTUZZTf P3yK9UezwAsa rN Nb6Y?95 RJyk?QI -2-0-0 3-0-0 8-0-0 13.8-0 16-11-15 22-10-0 28-8-1 0-2 35-4-0 38-0-2 45.3-12 45 -0 2-0-0 3.4-0 5-2-0 5-2-0 3-3-15 5-10-1 5-10.1 -5-1 5-2-0 3.4-2 6-7-10 0 �3 Sole=1:89.5 6x8= 6.00 12 2x4 11 6x8= 3x4 11 6 7 834 9 46 i Sx6 i 5 5x6� 3.00 12 33 3510 6x8 ZZ 4 6-i 11 36 5x d 46 z oS 2x4 I I 32 3 12 2x4 11 1 2x4= dtd 0= 21 20 19 14 ^ d 2 1 9tt4=4x4= 4x6= 5x8= 17 7x10— N 2x4 II 3x4 11 ST1.5x8 STP=25 24 23 2x4 11 7x10= 15 14 13 ST1.5xB STP= 5x12= 3x4 11 3x4 11 10x14= ST1.5x8 STP= 5x6= 3x8 II 3x6 11 3 0-0 3 8-0-0 13 8-0 1611 1-15 22-10-0 28 8 1 0-2 35-0 0 38$-2 45 342 45 -0 3-0-0 Q-4-0 5-2-0 5-2-0 3-3-15 5-10-1 540-1 S 5-2-0 3-0-2 6-7-10 0 -4 Plate Offsets(X,Y)- [2:Edge,0-3-1],[4:0-3-0,0-3-0],[6:01-0,0-1-15],[13:0-4-8,0-1-8],[14:0-5-0,0-5-0],[16:014-12,0-3-8],[18:04-8,0-3-8L[22:0-5.8,0-3-8],[25:04-12,0-1 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.24 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.47 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.25 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.33 18-19 >999 240 Weight:366 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 34-0 oc7purlins,except 4-6,14:2x4 SP No.2 2-0-0 oc purlins(4-5-9 max.):6-8. BOT CHORD 2x6 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. 5-23,9-17,10-15:2x4 SP No.3,29-30:2x4 SP No.2 WEBS 1 Row at midpt 3-24,16-18,12-14 WEBS 2x4 SP No.3`Except` 3-24,16-18,10-18:2x4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,13=0-3-8,25=0-8-0 Max Horz 25=-338(LC 10) Max Uplift 2=-999(LC 1),13=695(LC 12).25=-1381(LC 12) Max Grav 2=329(LC 12),13=1456(LC 1).25=2983(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1747/2264,34=-1006/769,4-5=-2786/2160,5-6=-2385/1949,6-7=-2571/2137, 7-8=2570/2136,8-9=-3186/2647,9-10=-3224/2476,10-11=3786/2870, 11-12=-2309/1691 BOT CHORD 2-25=-1891/1584,24-25=-1891/1368,5-22=-197/449,21 22=-1706/2506, 19-21=-1346/2093,18-19=1629/2498,9-18=-238/362,16-17=204/262,10-16=-134/288 ,4t`J111111%1 WEBS 3-25=2772/2184,3-24=-2101/2894,4-24=-1493/1217,22-24=-732/1139, �1�'.vL�V^v �'p. 4-22=1101/1617,5-21=655/539,6-21=-281/466,6-19=-516/769,7-19=-361/449, +1 ,•••.••+•..• -I� 811141 19181532,8-18=11014//1259,1213=-1391/1082,12-14=-1657/23116=8431181, `,,� ••�.y�C IV0'�; %•• ' NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extehor(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 16-11-15,Exterior(2R) 16-11-15 to 22-10-0,Interior(1)22-10-0 to 28-8-1,Exterior(2R)28-8-1 to 34-8-1,Intedor(1)34-8-1 to 45-2-0 zone;cantilever left and i �, ,•�U Z right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �i�T •• 4. 9.P to the use of this truss component. •..R . 4)Provide adequate drainage to prevent water ponding. �I� j 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �I 0 N A` 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. Julius Lee PE ND:34869 7)Provide mechanical connection(by others)of truss t0 bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) Mif6k USA Inc.FL Cert6634 2=999,13=695,25=1381. 6904 Parke East Blvd.Tampa FL 33610 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Qualily Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166117 2878675-GEM-ALLEN A9 PIGGYBACK BASE 3 1 Job Reference i(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 Is Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:53 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-fviyl FZOE4kHomdnBNMdZ32GXgFCrICP?JeCWCyk7QG 2-0-0 3150 8: -0 13-8-0 16-11-15 , 22-10-0 28 8-1 30-2 Q 35�-0 , VT 45 8 0 2-0-0 3-0 0 5-2-0 5-2-0 3-3-15 5-10-1 5-10-1 -5-1 5 2-0 3 4-2 6-11-14 Scale=1:90.1 = 6.00 12 6x8 20 11 6x8= 30 11 6 7 834 9 4x6 i 5x6 i 5 5x6� 3.00112 33 3510 6x8 4 11 36 d 5x6 fi 5x6 Zro 2x4 11 3 32 _ 12 2x4 11 2x4= 2 ftlo= 21 20191919. o 17 " n tO 1 4x4= 4z6= Sx8— 7x10— N `� 4x4 II I I ST7.5x8 STP=25 24 23 2x4 2x4 I I 7x10= 15 14 13 ST1.5x8 STP= 5x12= 30 11 30 11 5x12= ST1.5x8 STP= 5x6= 3x8 11 3x8 II 3-0-0 3Y3r0 8-0-0 13 8-0 16-11-15 22-10-0 28-8-10-2� 351-0 _38 8-2 45-8-0 3-0-0 0�-0 5-2-0 5-2-0 3-3-15 5 10-1 5 10-1 5-1 5 2-0 34 2 ' 6-11-14 Plate Offsets(X,Y)— [2:Edge,0-3-1],[4:0-3-0,0-3-0],[6:0-4-0,0-1-15],[13:0-4:8,0-14D [14:0-3-4,0-2-4],[16:0.4-12,0-3-B],-[18:0--4-8,0-3-8],.[22:0-5-8,0-3-8],[25:0-4-12,0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.25 18-19 >999 360- MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.48 18-19 >999 240 BCLL 0.0 Rep Stress Incr -YES WB 0.84 Horz(C-T) 0.26 13 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Wind(LL) 0.33 18A9 >999 240- Weight:369 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2`Except' TOP CHORD Structural wood sheathing.directly applied or 3-3-14 oc purlins, 4-6,1-4:20 SP No.2 except end verticals,and 2-M oc purtins(4-5-4 max.):6.8. BOT CHORD 2x6 SP No.2'Ezcept` BOT CHORD Rigid ceiling directly applied or 4-11-8 oc.bracing. 5-23,9-17,10-15:2x4 SP No:3,29-30:20 SP No.2 WEBS 1 Row at micipt 3-24,16-18,12-14 WEBS 2x4 SP No.3`Except` 3-24,16-18,10-18,14-16:2x4 SP No-.2,12-13:2x6 SP No.2 OTHERS 20 SP No.3 REACTIONS. (size) 2=0-7-10,13=0-8-0,25=0-8-0 Max Harz 25=-339(LC 10) Max Uplift-2=-1015(LC 1),13=699(LC 12),25=-1392(LC 12) Max Grav 2=336(LC 12),13=1465(LC 1),25=3010(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1768/2300,3-4=-1004776%4-5=-2800/2168,5-0=-2401/1959,6-7=-2598/2155, 7-8=-2597/2154,8-9=-3239/2683,9-1 0=-32 771251 3,10-11=3886/2941. 11-12=-2408/1757,12A 3=1 375/1080 BOT CHORD 2-25=1924/1603,24-25=1 92411393,5-22=-193/446,21-22=-1709/2517, 19-21=-1351/2109.18-1 9=-1 650/2536,9-18=-236/360,16-17=-209/269,10-16=-154/312 WEBS 3-25=2796/2199,3-24=2122/2927,4-24=-1502/1222,22-24=-727/1137, 4 22=1108/1632,5-21=652/535,6-21=278/463,6-19=528(784,7-19=-060/449, +� J ••.•• ..;F �j 8-19=1491295,16-18=-2312/3248,10-18=-715/608,14-16=1891/2653,11-16=-852/1197, .�� ;'`�j EN s'•• _ ♦�, 11-14=1918/1524,12-14=-1574/2209,8-18=-1038/1291fi••.- is • 34869 NOTES- =.*. • �. 1)-Unbalanced roof live loads have been considered for this design. ,. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Intedor(1)4-0-13 to 16-11-15,Exterior(2R) ='fl 16-11-15 to 22-10-0,Interior(1)22-10-0 to 28-8-1,Extedar(2R)28-8-1 to 34-8-1,Interior(1)34-8-1 to 45-5-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 .• 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Yj�s .•,•...• _`�?,�. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��t�,ill�III, 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. Jullus Lee PE No.34869 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except at=lb) MiTek UK.Inc.FL Cert6634 2=1015,13=699,25=1392. 6904 Parke EaSf,Blvd.Tampa R.33610 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: 9)This truss has large uplift reaction(s)from gravity load case(s)at 2.Proper connection is required to secure truss against upward August 26,2021 movement at the bearings.Building designer must provide for uplift reactions indicated. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511912020 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inflamatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 3661D Job Truss Truss Type Qty Ply T25166118 2878675-GEM-ALLEN A10 PIGGYBACK BASE 7 1 Job Reference(optional) 4- r Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:36 2021 Page 1 I D:u oiemLy21 WguMEaK9d ulJeyou2x-feBXTRM k EsbhG9q W hJYe NTrO7pOh M b5u59OoPhyk7QX 16-0-0 -2-0-0 6-8-0 13-1-0 1 -8 1 -11-1 22-10-0 26-6-1 0-2-0 36-0.0 36.8.2 46-8- 2.0-0 6A-0 6-4-12 0-7 2-0-0 1-4-0 570-1 5.10-1 S13 -11-14 SaBle=1:86.1 6x8= 6x8= 3x4 II 6.00 12 5 6 732 8 Sx8 i 4 Sx6 31 33 3.00 12 5x6 9 6x8 zzz 10 34 0 3 a :ISx6 zz 30 11 20 " 1 0 3x4 11 2 � ST1.5x8 ST 19 18 ' 1� A 7 1 1 22 N Bx10= 4x4�t 4x6= 5x8= 16 7x10— N 13-8-0 ST7. x8 STP 7x10= 14 13 12 = 4x6% 3.00 F12 3x4 11 5x8= ST1.5x8 STP= 3x8 I I 16$-0 13.8-1 fi-0-0 13.1-0 13-8,0 16-11-15 22-10-0 i 26-0.1 q0.2-0.2 __ 35-0-0_ 38-0-2� 458-0 i 6�-12 0 7 1-4-0 5-10-1 510-1 5-15 S2-0 35! 6-11-14 0-0-1 1-11-15 Plate Offsets(X,Y)— [2:0-0 10,0-1-11),[3:0-3-0 0-3-0),[5:0-4-0 0-1-15),[12:0-4-4,0-1-8),[15:0-4-12,0-3-8),[17:0-0-12,0-3-81,[21:0-7-8,0-4-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRID TCLL 20.0 Plate-Grip DOL 1.25 TC 0.59 Vert(LL) -0.12 15 >999 360 MT20 244MO TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) --0.22 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB -0:90 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matdx-SH- Wind(LL) 0.15 15 >999 240 Weight:-351 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2`Except' TOP CHORD Structural-wood sheathing directly applied or 4-7-13 oc purlins, 3-5,1-3:2x4 SP No.2 except end verticals,and 2-M oc-pudins(6—M max.):5-7: BOT CHORD 2x6 SR No.2`Except* BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. 23-28:2x4 SP No.2,23-24,8-16,9-14:2x4 SP No.3 WEBS 1 Row at midpt 5-18 WEBS 2x4 SP No.3*Except* 11-12,4-29:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,12=0-8-0,29=0-5-8 Max Horz 2=-339(LC 10) Max Uplift 2=-271(LC 12).12=508(LC 12),29=-977(LC 12) Max Grav 2=385(LC 21),12=1080(LC 22),29=2075(LC 1) -FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-249/387,3-4=-736/1128,4-5=-154/267,5-6=-1040/975,6-7=-1039/973. 7-8=1899/1659,8-9=-1917/1490,9-10=-2553/1932,10-11=1674/1206,11-12=-9997783 BOT CHORD 2-22=-439/456,21-22=-450/440,20-21=-939/875,17-18=-755/1380,8-17=-239/363, 9-15=-167/325 WEBS 3-22=0/300,3-21=-1055/805,5-20=10351786,5-18=-949/1259,6-18=-366/457, � 10-183=-1277/10042,11-13=59 38/1497,7-17=-869/11015/618, ,21-9702075/1558,/1827, 5=464/680, 1� �(}S• � �I��,,, 4 21=1900/1530,4-20=971/1469 `i`�� EN SF.• i�i NOTES- No 34869 1)Unbalanced roof live loads have been considered for this design. .. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 16-11-15,Extedor(2R) 16-11-15 to 22-10-0,Interior(1)22-10-0 to 28-8-1,Exterior(2R)28-8-1 to 34-8-1,Interior(1)34-8-1 to 45-5-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �.0 to the use of this truss component. [O , v'` 4)Provide adequate drainage to prevent water ponding. �i �1�'•.,,R•. G'`� plates5)All herwise cated. 6)Thistruss has been des gned forte 0 0 psf btottom chord live load nonconcurrent with any other live loads. ,r�Is��NAy;,00N 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. J811us Lee PE ND34869 8)Bearing at joint(s)2,29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MTek USA,Inc.FL Cert 604 rapacity of bearing surface. 6904 Parke East Blvd.Tampa FL 33610 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) Date: 2=271,12=508,29=977. August 26,2021 10)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5119M020 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166119 2878675�EM-GEM A11 Hip Girder 1 Job Reference(optional) Builders FirslSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:38 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-b01Ht70_mTrPVT_vojb6Suwl1 d3egY4BYTVvUayk7QV 5�-0 10�-0 15j}-0 22-10-0 30.4-0 3211 5 3-0 5-1-0 5 0-0 7-6-0 7�-0 2 4 0 Scale=1:65.4 5x8= 3x4= 4x4= 6.00 12 4 19 5 6 4x12 7 3x8 i 3 5x6 i N HTU26 5- 34 C 1 Q 25 26 14 27 13 28 29 3012 31 32 33 11 10 N 10= 3x6= 5x6= HTU26 6x8= HTU26 HTU26 ST1.5x8 STP= 2Q 21 22 18 23 24 1716 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 3x6&=3x8 II ST1.5x8STP HTU265x6= HTU26 3x4 II HTU26 4x6 HTU26 HTU26 HTU26 HTU26 10 4-0 15-0-0 22-10-0 30-4-0 32-8-0 5-1-0 5 0-0 7-0-0 7 6-0 Plate Offsets(X Y)— -[1'0-1-0 0-1-12] [2:0-3-0 0-3-0] [4:0-6-0 0-2-8] [8:04-8 0-1-8] r9:0-2:8 0-2-01 rl1:0-44.0-1-81,[15:0-5-8,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. C DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.23 16 >999 360 -MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.41 16 >938 240 BCLL 0.0 Rep Stress Incr NO 1NB 0.74 Horz(CT) 0.15 8 n/a n/a BCDL 1D.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.35 16 >999 240 Weight:737 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP-No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins, BOT CHORD 2x6 SP No.2`Except' except end verticals. 3-17:2x4 SP No.3,13-15:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0-oc bracing. Except: WEBS 2x4 SP No.3"Except` 10-M oc bracing:15-17 15-18:2x4 SP No.2,7-8:2x8 SP 240OF 2.0E REACTIONS. (size) 1=0-8-0,8=0-5-8 Max Horz 1=364(LC 8) Max Uplift 1=-3254(LC 8),8=3560(LC 8) Max Grav 1=5785(LC 1),8=5993(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=9836/5558,2-3=-14241/8280,34=-9061/5325,4-5=-6955/4187,5-0=-2303/1434, 6-7=2641/1591,7-8=-0825/3494— BOT CHORD 1-1 8=5132/8682,17-18=-239/409,15-17=-505/964,3-15=-2819/4911, 14-15=4586/12847,12-14=-4833/8213,11-12=-424f727 WEBS 2-18=2385/1514,15-18=-5410/9143,2-15=-2385/4052,3-14=-5548/3292, 4-14=-2654/4676,4-12=1574/888,5-12=-1519/2835,9-11=1 181/2064,6-9=-608/978, 7-9=3073/5164,9-12=-3723/6267,5-9=-5645/3342 t>>���`�JS NOTES- +� J • E • 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: ••�' G Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. ��� �\ S4s Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc,2x4-1 row at 0-9-0 oc. 99 • Webs connected as follows:2x4-1 ro No 3486.9w 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 7-16;Vult--160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �/,� 5)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �•• 4 Q'•• 0 R to the use of this truss components�'�. 0.'• 6)Provide adequate drainage to prevent water ponding. �j S/ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �I-0,l,1iN Al``,�1� 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. JUIIus.Lee PE No:34869 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except at--lb) MiTek USA,Inc.FL Cert 66M 1=3254,8=3560. 6904 Parke East Blvd.Tampa FL 33610 10)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-1-8 oc max. 02te: starting at 0-8-12 from the left end to 31-8-0 to connect truss(es)to front face of bottom chord. August 26,2021 dd6tFiilUellmtaili 8 where hanger is in contact with lumber. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" i'e always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,enaction and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166119 32878675-GEM-ALLEN A11 Hip Girder 1 Job Reference(optional) r y Builders FirstSource(Fart Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:38 2021 Page 2 ID:uoiemLy2lWguMEaKgdulJeyou2x-b01Ht70_mTrPVT vojb6Suw11d3egY4BYTVvUayk?QV -LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-6=-54,6-7=-54,1-17=-20,i6-1-7=-20,10-15=20,8-9=20 Concentrated Loads(lb) Vert:17=-520(F)11=520(F)10=-499(F)20=-573(F)21=-570(F)22=548(F)23=-520(F)24=520(F)25=-520(F)26=520(F)27=-520(F)28=-520(F)29=-520(F) 30=-520(F)31=520(F)32=-520(F)33=520(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166120 2878675-GEM-ALLEN B1 Roof Special 4 1 � Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:55 2021 Page 1 I D:uoiem Ly2WguMEaKgdulJeycu2x-b IgiSxbelh_?24 nAloO5fU 7c3 Uq kJGihTd7la5yk?QE -2-0-0 4-0-0 8-1-0 12-2-0 16�-0 204-0 244-0 2-0-0 4-0-0 4-1-0 4-1-0 410 4-1-0 4-0-0 Scale:l/4'=1' 4x4= 6 3x8 5- 3x8 6.00 12 4x12 i 5 7 5x8 19 20 SX8 5x12 II 5x12 II 4 4x12-5�- 3 8 9 5x8 2x4 II 2 8x12 \\ 14 13 12 7x10 10 0 2x4= 3x4= 4x6= 3x4= I9 0 1 1, ; • o 8 STIR= 15 • 11 ST1.5x8 STP= 6x8-i 3x4 II 30 II 5x8 II 4x4= 4-0-0 8-1-0 12-2-0 16�0 20-4-0 24-0-0 4-0-0 4-1-0 4-1.0 4-10 4-1-0 4-0-0 Plate Offsets(X Y)- [2.0-2-4 0-lA2] [3.0-7-8 0-2-8] [4.0-9-0;Edge] [8:0-7-8 0-3-12] [9.0-7-8 0-2-8] [10'0-2-O Edge] [10:0-5-5 0-1-41 LOADING (psf) SPACING-- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.11 Plate Gdp DOL 1.25 TC 0.74 Vert(LL) -0.26 8-12 >999 360 MT20 2441190 TCDL 7.0 Lumber-DOL 1.25 BC 0.97 Vert(CT) -0.48 8-12 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Wind(LL) 0.33 8-12 >852 240 Weight:172-lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except'- TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc.purlins. 2-5,7-10:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: BOT CHORD 2x6 SP No.2 2-2-0 cc bracing:4-14,8-12. WEBS 2x4 SP No.3 - OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0,2=0-8-0 Max Horz 2=294(LC 11) Max Uplift 10=-408(LC 12),2=594(LC 12) Max Grav 10=868(LC 1),2=1003(LC 1) FORCES. (lb) Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=795/518,34=-401/338,4-5=1963/1274,5.6=-2155/1591,6-7=-2172/1550, 7-8=1979/1257,8-9=-283/298,9-10=-822/573 BOT CHORD 2-15=247/431,4-14=-1082/1982,12-14=-529/1130,8-1 2=-1 02111887,10-11=266/420 WEBS 7-12=690/646,5-14=-735/647,6-14=-833/1285,6-12=-841/1225 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;_eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 3--10-1,Interior(1)3 10-1 to 12-2-0,Exterior(2R) ,� , •�..•�•.,• F �j 12-2-0 to 18-2-0,Interior(1)18-2-0 to 24-"zone;cantilever left and right exposed;C-C for members and forces&MWFRS for \C E A]19 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .� ._• V F••'. �� 3)Building Designer/Project engineer responsible for verifying applied rooflive load shown covers rain loading requirements specific to the use of this truss component, i* ;: No 34869 �• 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. • • r 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=lb) 10=408,2=594. i •• S•' �•....••• �,� ��#tiS ON A� Julius Lee PE Nu:34869 Melt USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 bate: August 26,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5!19=20 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 MOWIs always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPlf Quality Cr(teda,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166121 2878675-GEM-ALLEN B2 Roof Special 2 1 Job Reference(optional) ' T Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:56 2021 Page 1 I D:uoiemLy2lWguMEaKgdulJeyou2x-3UO4fHcHW?6sfEMMsVvKBhgnKtBY2kWrhGss6Xyk?QD -2-M 4-0-0 8-1-0 12-2-0 16-3-0 20�-0 24-0-0 2-0-0 4-0-0 4-1-0 4-1-0 41-0 41-0- 4-0-0 S&Ie=1:51.0 4x4= 6 3x8 3x8 6.00 12 4x12 i 5 7 4x12 5x12 II 23 24 Sx12 11 4 -4x12 3 8 4x12 9 2x4 I I O 2 Bx12\\ 15 14 13 8x12 10 2x4 11 2x4,4 x4— 3x4= 4x6= 3x4= 2z4= 1 11 Io 8 STP-= 16• 12 ST1.5x8*S - 6x8 i 3x4 1 3x4 6x8 4-0-0 8-1-0 12-2-0 16-3-0 L-4-0 24-4-0 4-0-0 4-1-0 4-1-0 4-1-0 4-1-0 4-M Plate Offsets-(X,Y)— [2:0-2-4,0-1-12],[3:0-7-8,0-2-8],[4:0-9-0,Edge],[8:0-9-0,Edge],[9:0-7-8,0-2-8],[10:0-2-4,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70. Vert(LL) -0.25 4-15 >999 360 MT20 244/19Q TCDL 7.0 Lumber DOL 1.25 BC- 0.93 Vert(CT) -0.46 4-15 >613 240 BCLL -0.0 Rep Stress Inca YES WB 0.55 Horz(CT) 0.44 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.28 4-15 >999 240 Weight:.179 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except` TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. 2-5,7-10:2x6 SP M 26- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SP No.2 2-2-0 oc bracing:4-15,8-13. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,10=0-8-0 Max Horz 2=306(LC 11) Max Uplift 2=-584(LC 12).10=584(LC 12) Max Grav 2=997(LC 1),10=997(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD- 2-3=-789/549,3-4=406/373;4-5=1944/1168,5-0=-2162/1468,6-7=-2128/1476, 7-8=1944/1175,8-9=-294/383,9-10=-789/543 BOT CHORD 2-16=211/435,4-15=-886/2006,13-15=-381/1149,8-13=-904/1848,10-12=-215/389 WEBS 7-13=666/613,5-15=-740/610,6-15=-782/1292,6-13=-787/1183 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,���ti� tII� 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psk BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ,1�.vr��(}S �� 1I�� 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 3-10-1,Interior(1)3-10-1 to 12-2-0,Exterior(2R) ,♦ , ••.+•. .�• -I�, 12-2-0 to 15-2-0,Interior(1)18-2-0 to 26--3-0 zone;cantilever left and-right exposed;C-C for members and forces&MWFRS for ,♦� �,• G ENS+ reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ♦ •• �+ �••, 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific .`�, ;• No 34$69 •: �, to the use of this truss component. „ • .. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �r Will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) 2=584,10=584. 0000 .' SI V....•• >�/O N Ay Evo Julius Lee PE NQi34869 MiTek USA,Inc.FL Cart 6634 6904 Pattie East Blvd'.Tampa FLS3610 Date: August 26,2021 F ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/1912020 BEFORE USE. " Design valid for use only with 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/TPH Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166122 2878675-GEM-ALLEN B3 Roof Special 1 1 Job Reference(optional) Builders FirslSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:46:57 2021 Page 1 I D:uoi emLy2 NVguMEaK9dulJeyou2x-XgyTtdcvH l Fj H OxZQ D RZkvDy3 H Xkn Fm_wwcPfzyk7QC -2-0-0 4-M 8-1-0 10-11-15 12-2-0,13-4-1 16-M 20.4-0 24.4-0 2-0-0 4-0-0 4-1-0 2-10-15 1-2-1 1-2-1 2-10-15 4-1-0 4-0-0 Scale=1:49.3 4x4= 6 74x4= • 5x8 i 5xB 4x12 8 4x12 6.00 12 5 5x12 II 5x12 II m 4 d 4x12 3 9 4x12 10 25 26 2 8x12 \\ 17 16 r5 14 8x12 11 I9 3x4= 7x10= 1 12 I, 01 0 8 STP= 18 13 ST1.5x8 S — 6x8 3x4 I I 3x4 I I 6xB 4-0-0 8-1-0 10-11-15 12-2-0 13 4-1 16-3-0 20-4 0 24-4-0 4-0-0 4-1-0 2-1015 1-2-1 1-2-1 2-10-15 41-0 4.0-0 -Plate Offsets(X Y)— [2:0-2.4,0-1-12],-[3:0-7-8,028],[4:0-9-0,- dge],[5:0-1-12,0-2-8],[8:0-1-12,0-2-8],[9:0.9-O,Edge],-[10:0-7-8,0-2-8],[11:0-2-4,0-1-12],[15:0-5-0;0-4-8] LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP` TCLL 20.0 -Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.23 4-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.44 4-17 >648 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.43 11 n/a n/a BCDL 10.0 Code FBC2020lfP12014 Matrix-SH Wind(LL) 0.26 4-17 >999 240 WeighL_183 lb FT=20%- LUMBER- BRACING- TOP CHORD 2x4 SP No.1"Except" TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc puriins. 2-5,8-11:2x6 SP M 26,6-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3— OTHERS 2x4 SP No.3* REACTIONS. (size) 2=0.M,11=0-8-0 Max Horz 2=-281(LC 10) Max Uplift 2=-584(LC 12),11=-584(LC 12) Max Grav 2=997(LC 1),11=997(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or Jess except when shown. TOP CHORD 2-3=789/518,3-4=-386/336,4-5=1958/1068,5-6=-1427/850,7-8=-1427/846, 8-9=1958/1086,9-10=-295/360,10-11=-789/503,6-7=-1248/796 BOT CHORD 2-18=193/431,4-17=-769/2002,16-17=-773/2008,15-16=-393/1266,14-15=-818/1866, 9-14=815/1860,11-13=201/389 WEBS 8-14=72/267,5-17=-70/286,6-16=257/513,7-15=-253/513,5-16=-984/552, 8-15=896/563 NOTES- N0.'VL1US• 1)Unbalanced roof live loads have been considered for this design. �� ••..•� .,•• 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf,h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ,�•`G N s • �I� II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 3-10-1,Interior(1)3-10-1 to 10-11-15,Exterior(2E) w� y F•+• i� 10-11-15-to 13-4-1,Extedor(2R)13-4-1 to 21-9-14,Interior(1)21-9-14 to 26-3-3 zone;cantilever left and right exposed;GC for r34$69 members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .. 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. • 1k 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. �' �� �l/.`► 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1.Q 4i 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 �i +• p Q';����� will fit between the bottom chord and any other members. �i� .0 R`.••.�,`� ,� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at--lb) 2=584,11=584. Julius Lee PE No 34869 MiTek USA,Inc.FL Gert MM 6904 Parke East Blvd.Tampa FL 33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.5/1912020 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• in allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166123 2878675-GEM-ALLEN B4 Roof Special 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries;Inc. Thu Aug 26 10:46:59 2021 Page 1 I D:uoiemLy2lWguMEaK9dulJeyou2x-T34DIJe9pwVRWh5xXeT1pKIIZ5CwF6gHOE5Wjsyk?OA 4-0-0 8-1-0 q 11-15 12-2-0 15 4-1 16 3-0 20-4-0 24-!1: 2-0-0 4-0-0 4-1-0 10.1 3-2-1 9-2-1 -10-1 41-0 4-0-0 Sale=1:49.3 4x6= Sx6 11 3x4= 4x6= 4x12 6 27 7 28 B 9 5x6 I I i 5 4x12 6.00 12 5x12 11 5x12 11 4 4x12 i 3 S 70 4x12 11 us 2 Bx10\\ 17 16 15 8x10 12 C ro 3x4= 4x6= 3x4= 1 13 Io B STP= 18 14 ST1.5x8 S — 6x8 i 3x4 11 3x4 11 6x8 4-0-0 8-1-0 12-2-0 tfi 3-0 20-4-0 24-4-0 4-0-0 4-1-0 4 1 0 4-1-0 41-0 4-0 0 Plate Offsets(X,Y)- [2:0-2-4,0-1-12],[3:0-7-8,0-2-8],14:0-7-8,0-3-12],[5:0-2-12,Edge],[6:0-3-4,0-2-0],[8:0-3-4,0-2-0],[9:0-2-12,Edge],[10:0-7-8.0-3-12],[11:0-7-8,0 2-8], [12:0-24 0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL "1.25 TC 0.70 Vert(LL) -0.27 4-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.50 4-17- >566 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) OA7 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.30 4-17 >934 240 Weight:181 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1`Except` TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. 2-5,9-12:2x6 SP M 26,6-8:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,12=0-8-0 Max Horz=2=238(LC 11) Max Uplift-2=-584(LC 12),12=584(LC 12) Max Grav-2=997(LC 1),12=997(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=789/544,3.4=-356/344,4-5=-1798/972,5-6=-1648/1005,8-9=-1648/1020, 9-1 0=1 798/986,10-11=-294/366,11-12=-789/530,6-7=1 68611033,7-8=-1686/1048 BOT CHORD 2-18=203/420,4-17=-051/1739,15-17=-709/1648,10-15=-691/1671,12-14=-210/389 WEBS 17-25=-93/281 NOTES-I)Unbalanced roof live 2)Wind:ASCE 7-16;Vult=1 considereds have been 60mph(3 secondgus)Vasd=1 4mtph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. `,��`���UL,LU$, 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 3-10-1,Interior(1)3-10-1 to 8-11-15,Extedor(2E) ♦ �G ENS•• �i 8-11-15 to 15-4-1,Exterior(2R)15-4-1 to 24-0-0,Interior(1)24-M to 26-3-3 zone;cantilever left and right exposed;C C for members `�� ; V �•', 10,0 and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ",. No 34$6:9 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. r. 4)Provide adequate drainage to prevent water ponding. _ •:. 5)All plates are 2x4 MT20 unless otherwise indicated. 40 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 40 (} ,'441 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 0 •. '�/ will fit between the bottom chord and any other members. � Q:'•��� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt--lb) �1•'i.0 R I •• �?\��, 2=584,12=584. �� O N A%-- Julius LeePE No.34869 Welt USA,Inc.FL Cert 6634 6964 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Qualily Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sately Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166124 2878675-GEM-ALLEN B5 ROOF SPECIAL 1 q J Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:02 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-uelMwKg 16rt?N9pWCmOkRywkj IEQSZwj4CJAKByk?Q7 2-0-0 , 4-0-0 7-0-0 8 1-0 12-2-0 1630 17.4-0, 20=4-0 , 24-4 0 , 2�� 4-0-0 3-0-0 1-1-0 4-1-0 4-1-0- Scale 3 0-0 4-0-0 Scale=1:53.3 NAILED 5x8= NAILED Special Special NAILED NAILED 2x4 I I NAILED 5x8= 46 5- 5 27 28 6 29 30 7 46 6.10 12 4x12 I I U U ILD 4 4x12 11 4x6 i 3 8 4x6 9 m 0 2x4-11 2x4= 2 x12 \\ 15 23 24 14 25 26 13 5x12 10 2x4 I 12x4_ IT 3x6 II 7x10= 3x6 II ( 11 Im 1 SUL26 SUR26 .5x8 STP= 16 12 ST1.5x8 = 5x6_ 3x4 11 3x4 11 5x6= -3x4 i 3x4 4-0-0 8-1-0 12-2-0 16 3-0 20 4-0 24-0 0 4-0-0 4-1-0 4-1.0 4-1-0 4-1-0 4-0-0 Plate Offsets(X Y)— [2:0-1-12 0-2-13] [3:0-7-12,0-2-0].[4:0--q=Udge],[5:0-5-4,0-2-12],[7:0-5-4,0-2-12],[8:0-9-0,Edge],-[9:0-7-12,0-2-0],[10:0-1-12,0-2-13],[14:0-5-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CS17 DEFL. in (loc) I/defl Ud PLATES GRIP TCLL -20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.22 1-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.41 14 >695 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2020f[PI2014- Matrix-SH Wind(LL) 0.32 14 >899 240 Weight:536 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-5,7-11:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 "Special"indicates special hanger(s)or other connection device(s) required at location(s)shown.The design/selection of such special REACTIONS. (size) 2=0-8-0,10=0-8-0 connection devices)is the responsibility of others.-This applies Max Horz 2=183(LC 7) to all applicable truss designs in this job. Max Uplift 2=-1166(LC 8),10=1166(LC 8) Max Grav 2=2064(LC 36),10=2064(LC 37) FORCES. (lb)—Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP--CHORD 2-3=2006/1060,3-4=-815/543,45=-6881/3394,7-8=6769/3394,8-9=-778/543, 9-10=2031/1060,55=-7094/3600,6-7=-7094/3600 BOT CHORD 2-16=-525/1163,3-16=-123/333,4-15=-3161/6824,14-15=-3202/6930,13-14=3147/6-7.76, 8-13=-3105/6674,9-12=-119/321,10-12=-509/1114 WEBS 5-15=364/939,7-13=-064/931,5-14=-308/455,-7-14=275/455 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords-connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. ♦♦ ,.•..•••+.. F �j Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ♦ G N Webs connected as follows:2x4-1 row at 0-9-0 oc. tee, ' ti� SF•�•. ,��� 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 No 34869 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. • 7�\ 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific •�, to the use of this truss component. 6)Provide adequate drainage to prevent water ponding. . �,�• , Q' .��♦1 7)This truss has been designed for a 10.1 psf bottom chord live load nonconcurrent with any other live loads. S1•40 R,Q• �. . �,♦♦ 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 I� tS� �� �♦ will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at--lb) 2=1166,10=1166,. Jullus Lee PE No.34869 10) Use Simpson Strong-Tie SUL26(6-1Od Girder,6-1Odxl 1/2 Truss)or equivalent at 7-M from the left end to connect truss(es)to MiTek USA,Inc.FL Ceft6634 front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. 6904 Parke,East.81A.Tampa FL 33610 11)Use Simpson Strong-Tie SUR26(6-1Od Girder,6-10dx1 1/2 Truss)or equivalent at 17-4-0 from the left end to connect truss(es)to Date: front face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. August 26,2021 clAtiFii➢a]Ietailli 2 where hanger is in contact with lumber. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/19/2020 BEFORE USE. " Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is loran individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and pmpedy 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" 19 always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANShTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166124 2878675-GEM-ALLEN B5 ROOF SPECIAL 1 q J Job Reference(optional) -~ �- h Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:02 2021 Page 2 ID:uoiemLy2lWguMEaK9dulJeyou2x-uelMwKg 16rt?N9pWCmOkRywkjIEQSZwj4CJAKByk?Q7 NOTES- 13)"NAILED"indicates 3-1Od(0.148"x3'):or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down and 255 lb up at 7-M,and 270 lb down and 255 lb up at 174-0 on top chord,and 101 lb down-and 45 lb up at 9-0-12,101 lb down and 45 lb up at 11-0-12,101 lb down and 45 lb up at 12-2-0,and 101 lb down and 45 lb up at 13-3-4,and 101 lb down and 45 lb up at 15-34 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-54,7-11=-54,2-16=20,4-8=20,10-12=-20,5-7=54 Concentrated-Loads(lb) Vert:5=-45(F)7=-45(F)15=442(F=351)13=-442(F=-351)14=91 6=-06(F)23=91 24=-91 25=-91 26=-91 27=-66(F)28=66(F)29=-66(F)30=-66(F) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTeM connectors.This design is based only upon parameters shown,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 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 ANSVTP11 Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type- Qty Ply T25166125 2878675-GEM-ALLEN C1 Common Girder L Job Reference o tional Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:03 2021 Page 1 I D:uoiemLy2NVguMEaKgdulJeyou2x-MgJk7ghgt87s7JOimTXzzAT1 giiXBtAtls3jsdyk7Q6 2-0-0 , 3-11-0 7-8-0 11-5-0 15.4-0 2-0-0 3-11-0 3-9-0 3-9-0 3-11-0 4x6 11 Scale=1:31.4 4 6.00 12 3x4 i 3x6 3 5 6 2x4 I I 2Li T `!} 2x4= 5 — IT 1 c s 9 13 8 14 7 15 16 e e 2x I 5x8 3x6 I I HHUS28-2 10x12— HTU26 3x8 I I ST1.5xB STP= HTU26 5x8 HTU26 HTU26 3-11-0 7.8-0 11-5-0 15-4-0 3 11-0 3-9-0 3-9-0 3-11-0 Plate Offsets(X,1)— [6:0-14,0-24),p:0-5-0,0-1-81,[8:0-6-0,0-6-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate-Grip DOL 1.25 TIC 0.49 Vert(LL) -0.09 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC _0.4D Vert(CT) -0.16 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.12 8-9 >999 240 Weight:202 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-4 DO purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except` 4-8:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0,2=0-8-0 Max Horz 2=195(LC 7) Max Uplift 6=-3017(LC 8),2=2279(LC 8) Max-Grav 6=6193(LC 1),2=4276(LC 1) FORCES. .(Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2e3=7909/3941,3-4=-7057/3565,4-5=-7057/3566,5-6=-9586/4687 BOT CHORD 2=9=3364/6632,8-9=m3364/6832,7-8=-4021/8314,6-7=-4021/8314 WEBS- 4--8=3004/6040,5-8=-2489/1132,5-7=-1103/2637,3-8=704/394,3-9=487/913 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3•)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. , �� I�, Webs connected as follows:2x4-1 row at 0-9-0 oc. �1 J. .•• .,• F 5-'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 `�� �,••`Cj E N 5+'•.� J� ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ♦ •• 4 F •. �� 3)Unbalanced roof live loads have beerrconsidered for this design. NO 34869 f•• 4)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and-light exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. b 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 wide40 will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at--lb) 0 R,.••� �,�� 6=3017,2=2279. S 9)Use Simpson Strong-Tie HHUS28-2(22-10d Girder,8-10d Truss,Single Ply Girder)or equivalent at 5-9-8 from the left end to NA;` connect truss(es)to front face of bottom chord. BO 10)Use Simpson Strong-Tie HTU26(20-1 Od Girder,14-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-M oc max. Julius Lee PE No.34869 starting at 7-8-12 from the left end to 13-8-12 to connect truss(es)to front face of bottom chord. MTek USA,Inc.It Cert6634 11) Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd.Tampa FL 83010 Date:. LOAD CASE(S) Standard August 26,2021 Continued on page 2 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.6/1912020 BEFORE USE. Design valid for use only with 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 MOW required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS117"Pl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166125 2878675-GEM-ALLEN C1 Common Girder 1 2 Job Reference(optional) "` 7 4 Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:03 2021 Page 2 ID:uoiemLy2lWguMEaK9dulJeyou2x-MgJk7ghgt8?s?JOimTXzzAT1 giiXBtAtls3jsdyk?Q6 LOAD CASE(S). Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pin Vert:1-4=-54,4-6=54,2-6=-20 Concentrated Loads(lb) Vert:8=1649(F)13=-2666(F)14=-1 649(F)15=-1 649(F)16=1 649(F) F r• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.51192020 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 ANSUTPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166126 2878675-GEM-ALLEN C2 Common 2 1 Job Reference (optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:04 2021 Page 1 ID:uoiemLy2WguMEaK9dulJeyou2x-gOt6LOi IeS7jdSzvKB3DW N?5u6?dwS 10XWoHO3yk?Q5 -2.0-0 7-0-0 154-0 17-4-0 2-0-1 7-M 7-8-0 2-0-0 Scale=1:32.6 5x6= 3 6.00 12 14 15 13 16 2x4 II 2 4 2x4 II T rq ytq 5x4 to 0 e e 6_ e e II 8 STP= 2x4 I I ST1.5x8 STP 1 5x6= 5x8 11 5x8 11 5x6= 7-M 15-4-0 7-8-0 7-8-0 Plate Offsets(X Y)- [2.0-0-0 0-2-0] [2:0-1-12 0-6-14] [4:Edge 0-2-01 [4:0-1-12;0-0-141 LOADING (psf) SPACING- 2-0-0 CSI. TEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip-DOL 1.25 TC 0.92 Vert(LL) -0.06 4-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.14 4-6 >999 _ 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.12 2-6 >999 240 Weight:72 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. (size) 24-841,4=0-8-0 Max Harz 2=208(LC 11) Max Uplift 2=-425(LC 12),4=-425(LC 12) Max Grav 2=665(LC 1),4=665(LC 1) FORCES. -(Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP-CHORD 2-3=705/581,34=-705/581 BOT CHORD 2-6=226/563,4=6=-226/563 WEBS 3-6=0/342 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,`���1� �✓Tt/t�' 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to4-0-13,Interior(1)-4-0-13 to 7-8-0,Extedor(2R) �� J ••.••+••.•�F �j0 7-8-0 to 13-8-0,Interior(1)13-M to 17-3-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for `�� �••+�C E N s •.• �� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ��. ;• % 3)Building Designer/Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific �. IV O 34869 to the use of this truss component. .". 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 2=425,4=425. •fit O R,O Q'• \_�,: Jullus Lee PE No.34869 MTek USA,Inc.11 Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date:- August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPH Quality Criteria,DSB-e9 and SCSI Building Component 69t14 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T2516612T 2878675-GEM-ALLEN C3 Hip Girder 1 1 Job Reference(optional) A -* U Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:06 2021 Page 1 I D:uoiemLy21 WguMEa K9du IJeyou2x-m P?smiiYA3N Rsm7H Rc5h bo4 UwvgzOM nJ 7q HOTyyk?Q3 2-01 7 15-40 - 7-04-0-0 27 -0 1 -0 7-0-0 J SaBle=1:32A Special Special 4x6= 4x6= 3 4 6.00 12 0 4 2 5 6 Io 1 re a e c 8. 7 e e 8 STP= ST1.SxB STP Special Special 4x4= 5x8 11 4x4= 5x8 I I 7-0-0 8 4-0 15.4-0 _ J 7-0-0 1 -0 7-0-0 Plate Offsets(X,1r)— [2:0-0-0,0-1-12],[2:0-1-12 0-6-14],[5:Edge,O-1=12],[5:0-1-12,0-6-14] LOADING (psf)- SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES —GRIP TCLL 20.0_ -Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-8 >999 240 -MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.18 2-8 >990 180 _ BCLL 0.0 Rep Stress_Incr NO WB 0.18 Horz(CT) 0.03 5 n/a file BCDL 10.0 Code FBC2020frP12014 Matrix-SH Weight:-76 lb -FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. (size) 2=0-8-0,5=0-8-0 Max Horz 2=194(LC,24) Max Uplift 2=-663(LC 8),5=-663(LC 8) Max Grav 2=1207(LC 29),5=12O7(LC 30) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=17871759,34=-1493f740,4-5=-17871759 BOT CHORD 2-8=540/1546,7-8=-536/1561,5-7=-532/1539 WEBS 3-8=103/561,4-7=-103/561 NOTES- 1)Unbalanced roof live loads have been considered for this design. `,ttttt 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ,�1 vLIIJS 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ♦♦ , •••.• •�� �j, 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,♦♦ �X\C to the use of this truss component. �♦ •� V F•�•. �� 4)Provide adequate drainage to prevent water ponding. ' • No 34869 '. 5)All plates are 2x4 MT20 unless otherwise indicated. � • • r. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ;. •. will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 2=663,5=663. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)325 lb down and 343 lb up at T•�• Q'���`♦ 7-0-0,and 325 lb down and 343 lb up at 8-4-0 on top chord,and 391 lb down and 92 lb up at 7-0-0,and 391 lb down and 92 lb up `�l '• 0 R I. ; ' G at B-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. I� s� E �♦ 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 Julius Lee PE No34869 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MTek UK,Inc.FL Cert 6634 Uniform Loads(plf) 6904 Parke East,Blvd Tampa FL 33610 Vert:1-3=-54,34=-54,4-6=-54,2-5=-20 Dater August 26,2021 Continued on page 2 • r.� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5MM020 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 MOW building design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing 'V'iTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166127 2878675-GEM-ALLEN C3 Hip Girder 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:06 2021 Page 2 I D:uoiem Ly2lWgu MEa Kgd u IJeyou2x-m P?smijYA3N Rsm7H Rc5hbo4 UwvgzOMnJ?gHOTyyk?Q3 LOAD CASE(S) Standard Concentrated Loads(lb) V.Brt:3=134(B)4=-134(B)8=-276(B)7=-276(B) J AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT�k• it always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Satisfy Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166128 2878675-GEM-ALLEN CJ1 Comer Jack 8 1 Job Reference(optional) I r Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s.Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:06 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-mP?smijYA3NRsm7H Rc5hbo4Y1 vpJOOZJ?gHOTYyk?Q3 -2-0-0 1-0 2-0-0 dicale=1:9.3 3 6.00 12 2x4 I I 2 ro d N d ` 1 2x4 11 Q° 4 1 Q° ST1.5xB STP= 68= Lo 1:61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 .Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Harz 2=99(LC 12) Max Uplift 3=-93(LC 1),2=333(LC 12) Max Grav 3=149(LC 12),2=265(LC 17),4=18(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.1 B;MWFRS(directional)and C-C Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf-bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.M tall by 2-0-0 wide Will fit between the bottom chord and any other members. ',,,ItIll I I I##'#4ft4F )Refer to l i r Provide mechanical truss to truss connections. 6 connection b others of truss to bearinglate capable of withstanding100 lb uplift at hints 3 except t-Ib r♦�' �`�US L� ���� 2=333. `,`!: VAC E s4$_ �• "i. „ .0 34869 Nr 00 00 Q' • �`�% i S..•.....� >,�ONAV- Julius Lee PE No.34869 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Idll-7473 rev.511 912 0 2 0 BEFORE USE. Design valid for use only with MiTekNJ connectors.This design is based only upon parameters shown,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 MOW .y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1yliTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166129 2878675-GEM-ALLEN CJ3 Comer Jack 9 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 Is Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:08 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-jo6dAOlohhd954HgZ179gDArAjVQs I3cSBmUYgyk?Q1 3-M 3-M Scale=1:14.2 w 3 6.00 FIT2 9 0 N N 2 2x4 II 2x4= 0 4 T1.5x8 STP= 4x4= 3-M 3-M Plate Offsets(X Y)- [2:0-1-12 0:0-13) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC -0.65 Vert(LL) -0.00 2 >999 360 MT20 244/190- TCDL- 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4- >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-P Wind(LL) OAO 2 '••• 240 Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Harz 2=154(LC 12) Max Uplift 3=-35(LC 9),2=270(LC 12) Max Grav 3=35(LC 17),2=278(LC 17-),-4=52(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- r 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ll;Exp Q Encl.,GCpi=0.18;-MWFRS-(directional)and C-C Exterior(2E)zone;-cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed-for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,�� vLitJS 5)Refer to girder(s)for truss to truss connections. ,�� a••.•�• •..,F �� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)3 except at--lb) +'`� ��(j E N 5+�.•• Imo' 2=270. •' 34869 r •irX ss.•••.....••' C��. Julius Lee PE No.34869 Mfrek USA,Inc.FL Cert 66M 6904 Parke East:Bivd.Tampa FL 33610 bate: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.511912020 BEFORE USE. Design valid for use only with 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 40ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is alxrays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSPIP11 Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166130 2878675-GEM-ALLEN CJ4 Comer Jack 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:11 2021 Page 1 I D:uoiemLy2lWguMEaK9dulJeyou2x-7No[pPnh_c?kyX?FE9hslsoTowW73eo2B6?989yk?Q_ 3-0-0 3-0-0 Scale=1:13.1 2 6.00 12 N N 1 4° 3 4 3x4= ST1.5x8 STP= 3-M 3-M Plate Offsets(X,Y)— 11:0-1-0,0-M] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P Wind(LL) 0.00 1 "" 240 Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or-3-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0,2=Mechanical,3=Mechanical Max Horz 1=86(LC 12) Max Uplift 1=19(LC 12).2=-86(LC 12) Max Grav 1=98(LC 17),2=91(LC 17),3=52(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C_Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed-for a 10.0 psf bottom chord live load nononcurrent 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 5)Refer oegirder(s)for otru s to tru sttom chord n onne t ons.d any other members. tFt'-'e 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. `+1 , ••.••••..• ` I�r .� 34869 Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.511912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/f Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166131 2878675-GEM-ALLEN CJ5 Comer Jack 4 1 • Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:11 2021 Page 1 I D:uoi emLy21 WguMEaK9dulJeyou2x-7NolpPnh_c7 kyX?FE9hs IsoMPwVx3eo2B6T9Bgyk?Q_ 5-0-0 5-0-0 Scale=1:20.3 3 8 6.00 12 m N r N 2x4 I1 2 12x4 B ST = 4 4x4= 5-0-0 5-0-0 Plate Offsets(X Y)— [2'0-2-0 0-0-131 LOADING (psi) SPACING- 2-0-0- CSI. DEFL. in (loc) I/defi L/d PLATES- GRIP TCLL 20.0— Plate Grip DOL 1.25 TC 0.65- Vert(LL) -0.01- 2.4 >999 36fi MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 2411 BCLL 0.0 Rep Stress-Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 •••• 240 Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid.ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=208(LC 12) Max Uplift3=-97(LC 12),2=-256(LC 12) Max Grav 3=126(LC 17),2=332(LC 17),4=92(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS-(directional)and C-C Exterior(2E)AA l-3 to 4-0-13,Interior(1)4-0-13 to 4-11-4 zone; cantilever left and right exposed;C-C for members and forces&MWFRS=for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project-engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,1�.�L1jUJ t�wilrfit between the bottom chord and any other members. ,+� J••..•• •..•F �I�.. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss-to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except at=lb) ���, V�G E N SF•••.. ,��� 2=256. No 34869 O .• 00 �. ,ON A` %���. Julius Lee PE No.34869 MiTek USA,Inc.R.Ced 61334 6964 Parke East.Bivd.Tampa FL33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.51190020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166132 2878675GEM-ALLEN CJ6 Comer Jack 4 1 4- 4 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:13 2021. Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-3lwWE5pxWDGRCr9dMajKNHthvk8KXYILcQU FC2yk?Py -2-11-0 4-0-0 2-0-0 4-0-0 1-M Scale=1:20.3 4 11 , 9 v 6.00 12 3 2x4— 3x6= r; N O m 2x4:-I I 2 2x4= 6 7 1 6 6 3x4 11 .5 8STP= 3x4 i "_0 4-0-0 Plate Offsets(X,Y)— [6:0-0-8,0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65- Vert(LL) -0:01 3 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 3 >999 240 BILL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020fFP12014 Matrix-R Wind(LL) 0.02 '3 >999 240 Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP ND.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 SP ND.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-8-0,5=Mechanical Max Harz 2=208(LC.12)- Max Uplift 4=-48(LC 12),2=-253(LC 12),-5=24(LC 9) Max Grav 4=67(LC 17),2=338(LC 17),5=117(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. -NOTES- 1)Wind:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 4-114 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ,'j{t1 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 +� , •�..••..•� I�, will fit between the bottom chord and any other members. G /1/ 5)Refer to girder(s)for truss to truss connections. �!` 5�•�••� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except at=lb) Z. • No 34869 2=253. • �,* . •Xr r r .% is ��•....•••' ��� 4fis���N Jutlus Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/191202D 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,note 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 properly damage.For general guidance regarding the p piTek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSBTPff Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166133 2878675-GEM-ALLEN CJ11 Comer Jack 4 1 � Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:07 2021 Page 1 ID:uoiemLy2MIguMEaK9dulJeyou2x-EbZFz2kAxNVIUwiU?Jcw80dngJ9X7rpSDU 1 x?Oyk?Q2 -2-M _ 1-0-0 2-0-0 1-0-0 Scale=1:11.B 3 6.00 12 • 2x4 I I 2 4 N � rL A 2x4= 3x4= 4 I Plate Offsets(X Y)— 12•Edge 0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Pt-ATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 2 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.02 1-2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.02 1-2 >999 240 Weight:10 lb FT=20% LUMBER- -BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly-applied-or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical,3=Mechanical,4=Mechanical Max Harz 3=75(LC 12) Max Uplift 1=-67(LC 12),3=-35(LC 12) Max Grav 1=123(LC 17),3=100(LC 17),4=20(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250_(Ib)or less.except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL---:5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C-Exterlor(2E)zone;cantilever-left and right exposed;C-C for members and forces-&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit btween the bttom chord ad any other 5)Refer oegirder(s)foro otruss to tru sncon ectionsmembers. ♦�,,1 J�ti�•S• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. .��� :VAC E IV S •. �i� 34869 OR 10 ON Julius Lee PE No.34869 Mi fek USA,Inc.k Gelt 61KA 6904 Parke East Blvd.Tampa FL 33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Idll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek� it always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUM11 Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type City Ply T25166134 2878675-GEM-ALLEN CJ13 Comer Jack 2 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:08 2021 Page 1 ID:uoiemLy2 WguMEaK9duIJeyou2x-jo6dAOlohhd954HgZ179gDAuhjVssI3cS8mUYgyk?Q1 . -2-0-0 1-0-0 2-0-0 1-M Scale=1:9.2 3 I 6.00 12 te 2x4 11 2 4 I o I N I T � � O I9 2x4= 0° 1 Q° Q° 3.00 12 ST1.5 8 STP= xe I Plate Offsets()(,Y)— [2:0-0-13 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7M Lumber DOL 1.25 BC 0.00 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP-No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD' Rigid ceiling directly applied or 2-M oc bracing. OTHERS 2x47SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=98(LC 12) Max Uplift 3=-93(LC 1),2=327(LG 12). -Max Grav 3=142(LC 12),2=264(LC 17),4=18(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(1b)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eavee7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,�1 v`yUS 5)Refer to girder(s)for truss to truss connections. +1 , ........ 6)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `�'� • G ENS • �.o� capacity of bearing surface. �� �' �•'. �� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)3 except at=lb) 34869 2=327. r • ���• 441.. 40 'O .�. �•�``� Julius Lee PE.No.34869 MiTek USA,Inc.K Cert6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,4II-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify,the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUfPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job - Truss Truss Type City Ply T25166135 2878675-GEM-ALLEN CJ31 Comer Jack 2 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:09 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-By70kmQS_IOjEss7keODRi1 K7d5bjVlhoW24Hyk7QO -2-0-0 3-M r 2-M 3-0-0 Scale=1:14.2 4 2x4 II 6.00 12 3 d N N �r 2x4 12 2x4= 3x4= 3x8 I I 5 t1° 6 ST1.5xB STP= 3x6 11 1-0-0 1-8-0 3-0-0 14-0 0�-0 1.4-0 Plate Offsets(X,Y)— [2:Edge,0-M1,[2:0-1-12,0-7-141 LOADING (psf) -SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES —GRIP TCLL 20.0 Plate Grip DOL- 1.25 TC 0.62 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.09 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Wind(L-IL)-- -0.01 5-6 >999 240- Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD 2x4'SP No.2 BOT-CHORD Rigid ceiling directly applied or 7-11-10 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS_ (size) 4=Mechanical,5=Mechanical,6=0-8-0 Max Horz 6=152(LC 12) Max Uplift 4=-95(LC 1),5=156(LC 1),6=-621(LC 12) Max Grav 4=106(LC 12),5=204(LC 12),6=572(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 2-6=114/315 WEBS 3-6=246/603 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;_Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and '���►� II�I�1 forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60Ili5 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,�1 J•�........��� lee to the use of this truss component. E N 0 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ci SF�'e. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6411 tall by 2=0-0 wide NO 84869 Will fit between the bottom chord and any other members. .. 5)Refer to girder(s)for truss to truss connections. %?k 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)4 except at--lb) 5=156,6=621. • Julius Lee PE ND:34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Oates. August 26,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.51191202D 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 �4 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• izalways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166136 2878675-GEM-ALLEN GJ33 Comer Jack 2 1 Job Reference(optional) • � Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:10 2021 Page 1 ID:uoiemLy2WguMEaK9dulJeyou2x-fAENb3n3D IttLNQ3gS9dieFCvXBUKCYVVSFbcjyk7Q7 -2-M 3-0-0 2-M 3-M SFale=1:14.2 3 6.00 12 N 2x4 I I 2 4 1 2x4= c o 4 1 3.00 12 Sx %ST1.5x8 STP= I Plate Offsets(X Y)— [2:0-0--J2 0-2-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 _Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 -Rep Stress Incr YES WB 0.00 Horz(CT) OM 3 n/a n/a- BCDL 10:0- Code FBC2020/TP12014 Matrix=P Wind(LL) 0.00 2 '*** 240 Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT-CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-38(LC 9),2=265(1_C 12) Max Grav 3=36(LC 17),2=277(LC 17);4=52(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=1'60mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;-MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;Co-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. J$ 5)Refer to girder(s)for truss to truss connections. �1� JJ...•+...F� �j, 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `�� V�G $ .•.�• ,;�i capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)3 except at=lb) = ;� No 34869 2=265. �. Julius Lee PE Np:34869 MiTek USA,Inc.k Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166137 2878675-GEM-ALLEN CJ53 Comer Jack 2 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:12 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-bZM80loJ Iv7aahaRosC5r3KXOKr9o52CNmkigcyk?Pz -2-M 5-M 2-0-0 5-0-0 Scale=1:20.5 3 8 6.00 12 N N 2x4 I I 2 c 2x4= e 3.00 F12 Ti. x8 STP= 5x6 I Plate Offsets(X Y)— [2:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.01 -2-4 >999 .360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD -Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=206(LC 12) Max Uplift 3=A00(LC 12),2=-252(LC 12) Max Grav 3=127(LC 17),2=331(LC 17),4=92(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-'16;Vult=160mph-(3-second gust)Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;B=45ft;L=66f;eave=7ft;Cat. ll;-Exp-C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3-to 4-0-13,Interior(1)4-0-13 to 4-11=4 zone; cantilever left and right exposed;C=C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied-roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide JL`tj}S will fit-between the bottom chord and any other members. �1 J •�•. ••��� I'��5)Refer to girder(s)for truss to truss connections. �� .�• CjE N 6)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `�� ;' 4� S4e capacity of bearing surface. NO 34869 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) .. 3=100,2=252. r t�`.• Q R 10.E �,.. �lO N A�1%���` Julius Lee PE No.34869 MiTek USA,Inc,FL Cert 66M 690.4 Parke East:Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is far an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing MOWis always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166138 2878675-GEM-ALLEN D Half Hip 1 1 , Job Reference(optional) f It Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:14 2021 Page 1 I D:uoi emLy21 Wg uMEaK9d ulJeyou2x-XyUuRRgZHXOlp?kgvH EZwUCitl8KeGsa Uq4 DpkUyk?Px -211 7-M - 13.M 15-4 1-1 r 2-0-0 7-" 6-M 1-8-0 5x8 i 5x8= SP.ale=1:46.7 6.00 12 4 5 6 5x6 3x6= 3 17 � 16 15 3x6- 2x4 I 5x6_=7 4 N Q _ 2 2x4 II 2x1 4 , 8 STP= 10 9 4x4= 5x8 I1 2x4 11 3x6= 7-M 13-6-0 1 15-4-0 , 7-M 6.6-0 1-10_0 ' Plate Offsets(X Y)- [2:0-1-12 0-6-14] [2:0-0-0 0-1-12] [3:0-3-0 0-3-4] [5:0=5-15 0-2-13] [6:0-1-12 0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFt. in (loc) I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.05 2-10 >999 360 MT20 244/190 TCDL 7.0 LumberDOl 1.25 BC 0.94 Vert(CT) -0.11 2A0 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.64 Horz(CT) -0.10 15 n/a n/a BCDL 10.0 -Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.06 2-10 >999 24D Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2'Except* except and verticals. 4-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 2=0-8-0,15=Mechanical Max Horz 2=440(LC 12) Max Uplift 2=-354(LC 12),15=326(LC 12) Max Grav 2=718(LC 17),15=587(LC 17) FORCES. (lb)-Max.ComplMax.Ten.-AB forces 250(lb)or less except when shown. TOP CHORD 2-3=779/297,3-4=-259/62 BOT CHORD 2-10=672/721,9-10=-6741717,8-9=-282/388,4.8=-218/374 WEBS 3-10=0/291,3-9=-627/574,6-8=-508/497,6-15=-589/551 NOTES- 1)Unbalanced roof live loads have been considered for this design. %%" 2)Wind:ASCE 7-16;Vujt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. �1� JJ•..•.... 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 13-8-0,Exterior(2E) ``41 �.• �G E N * �� 13-M to 14-10-12 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber ♦ L F•••. 0". DOL=1.60 plate grip DOL=1.60 34 869 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. "0 o 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 '', �(J Will fit between the bottom chord and any other members. . 7)Refer to girder(s)for truss to truss connections. ,�� O R' '.' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) �l •..•••,..••w,G' 2=354,15=326. !,!l0 N A' Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/1 M020 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 ANSITTP11 Quality Criteria,DSB-e9 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job • Truss Truss Type City Ply - T25166139 2878675-GEM-ALLEN D1 Jack-Closed 1 1 ti Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:15 2021 Page 1 ID;uoiemLy2NyguMEaK9dulJeyou2x-?81 GengB2gW9R9JOT?IoSiy3jYgB?Jte3kzMGwyk?Pw 211 7-0-0 13.8-0 15-0-0 2 0 0 7-0-0 6 6-0 1-10-0 2x4 11 Scale=1:50.5 6.00 12 3x4 5 4 5x6 i N rD 3 14 13 2x4 11 US= 4 2x4 2 4x4= N � = 8STP= 9 8 4x4=Sx8 I 2x4 l US= 7-0-0 13-" 15.4-0 7-0-0 6-6-0 Plate Offsets(X Y)- [2:0-1-12 0-6-14] 12.0-0-0 0-1-12] [3:0-3-0 0-3-0] LOADING (psf)- SPACING- 2-0-0 CSI- DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 .2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:92 Vert(CT) -0.11 2-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) -0.11 6 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Wind(LL) 0.06 2-9 >999 240 Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 4-8:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=Mechanical,2=04-0 Max Horz 2=480(LC 12) Max Uplift 6=-358(LC 12),2=332(LC 12) Max Grav 6=641(LC 17),2=709(LC 17) FORCES. (lb)-Max.-CompJMax.Ten.-All forces 250(lb)or less except when-shown. TOP CHORD 2-3=768/196,3-4=-254/0 BOT CHORD 2-9=627/717,8-9=-629/714,7-8=255/386,4-7=-130/306 WEBS 3-9=0/291,4-6=-556/559,3-8=-622/519 NOTES- �,�{111111//j�, 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. % II;Exp Q Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Intedor(1)4-0-13-to 15-24 zone; ��� JJ..•••...FF �j� cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip �* ;` G �• DOL=1.60 .�� �'` aS'�.•�'� ��i 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �, 34869 :• :. to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ►. * .: will fit between the bottom chord and any other members. b 5)Refer to girder(s)for truss to truss connections. i •, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at=lb) .O • 6=358,2=332. �i�'� �• O R �I . •�•�r�•N•`` �, Julius Lee PE No.34869 MiTek USA,Inc.k Cert 6634 69D4 Parke East Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ,- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166140 2878675-GEM-ALLEN D2 Jack-Closed 7 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:20 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-M5r9iUuKtNBSYwB_GYLz9lgweZPegYcN D?g7y8yk?Pr -2-0-0 21-0 7-2-0 it-" 13-6-0 , 15-0-0 2�0 00 238-0 4 s-0 4-6-0 1-10-0 1-10_0 6.00 12 3x4 i 6 Scale=1:46.5 5 5x6 i q 1 4 20 19 3 6x8= q 2 12 1 3x4= 9 5x12= 13 01 8STP= 15 10 9 4x4= 5x8 I I 2 B-0 7-2-0 11-8-0 13-M 15-0-0 <8-0 4-6-0 4-6-0 1-10-0 1-1" Plate Offsets(X Y)- 12.0-1-12 bO 6-14] 12:0-0-0 0-1-12]_f4:0-3-0 0-3-0] f14:1-0-12 0-2-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in—(loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.28 13-14 >648 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) -0.13 7 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix SH Wind(I-Q- 0.26 13-14 >696 240 Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 14-15:2x6 SP No.2,3-11:2x4 SP No.1,10-12,5-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 7=Mechanical,2=0-8-0 Max Horz 2=480(LC 12) Max Uplift 7=-358(LC 12),2=332(LC 12) Max Grav 7=641(LC 17),2=709(LC 17) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250-(lb)or less except when shown. TOP CHORD 2-3=-638/106,3-4=-1002/478,4-5=281/23 BOT CHORD 2-1 5=-4971528,3-14=-378/487,13-14=-875/983,12-13=-873/976,11-12=-904/1007, 8-11=274/403;5-8=-190/363 WEBS 5-7=-605/602,4-13=-53/340,4-11=8437730 NOTES- �. Us Wind ASIDE 7-16;Vult=160 ph(3-second gust)Vasd=124m h;TCDL=4.2 sf;BCDL=5.0 sf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 4- II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 15-2-4 zone; `�� •:•�G N S'•• �� cant8ever left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip ♦ •! F••'; �� DOL=1.60 ` No 34869 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,; • •� to the use of this truss component. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 togirder(s)for truss to truss connections. :� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=1b) �l•'•..,•,,. •'..�����f,�� 7=358,2=332. If�S1G Julius Lee PE No-34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSb7Pl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166141 2878675-GEM-ALLEN D3 Hag Hip 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:21 2021 Page 1 I D:uoiem Ly2l Wg u M EaK9du lJeyou2x-q lPXvgvyeg GJ94mAgFsCizC59yjgPOH W RfQgUayk?Pq 15-4-0 -2-0-0 , 7-M , 13-0-0 lit-1-1�2 , 2-0-0 7-0-0 6-0-0 -7-1 1-2-0 3x6= Scale=1:48.6 2x4 11 3x4= 6.00 FT 4 5 6 5x6 i Y 3 q r ' 15 r= 14 2x4 II 3x6 II q II N a 2x4 11 2 4x6 0 1 8 STP= 10 -9 4x4= 5x8 11 2x4 11 3x6= 7-0-0- 13-" 15-0-0 7-0-0 6-6-0 1-10-0 Plate Offsets(X Y)— [2'0-1-12 0-6-14] [2:0-0-0 0-1-12] [3:0-3-0 0-3-4] [5:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/defl' Ud PLATES GRIP TCLL 20.0 Plata-Grip DOL 1.25 TC 0.57 Vert(LL) -0.05 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.11 2-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0-11 7 n/a n/a BCDL 10.0_ Code-FBC2020/TP12014 Matrix-SH Wind(LL) 0.06 2-10 >999 240 Weight:98 lb FT=201/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 4-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 7=Mechanical,2=0-8-0 Max Horz 2=453(LC_12) Max Uplift 7=-344(LC 12),2=346(LC 12). Max Grav 7=619(LC 17),2=713(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or-less except when shown. TOP CHORD 2-3=770/265,3-4=253/37,6-7=-494/491 BOT CHORD 2-10=659/717,9-10=-0611714,8-9=-275/388,4-8=-242/410 WEBS 3-10=0/291,3-9=-028/560,6-8=-585/573 NOTES- OtI111,111111/I11j'111, 2)Wind:IASCE 7- 6;Vult roof live loads=1ve been considered h 3 secondgustVasd= design.for this 124m 60m h;TCDL=4.2 sf;BCDL=5.0 sf,h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 14-1-12,Exterior(2E) �� tG ENS 14-1-12 to 15-2-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber ``w ;• V F••. r� DOL=1.60 plate grip DOL=1.60 �� 34869' �• 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ., 4)Provide adequate drainage to prevent water ponding. + 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * [1! will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ♦ :•. O R t O•Q`�:,��,ti. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except at--lb) 0�'•.,••••..• �,� 7=344,2=346. ONAy �' Julius Lee PE No.34869 MiTek USA,Inc.FI.Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date- August 26,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE frill-7473 rev.5/19/2020 BEFORE USE. " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall twilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166142 2878675-GEM-ALLEN D4 Half Hip 1 1 , Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:22 2021 Page 1 I D:uciemLy21 Wg u M Ea K9du IJ eyou2x-I Uzw6AwaO_OAnDLMNzN RFAI FCM3g8TxggJ 9 EOOyk?Pp -211 7-M 12-1-12 13-6-0_,__15-4-00 2-0-0 7-M 5-1-12 1-4-0 1-10-0 4x4= Scale=1:42.4 2x4 I I 3x4= 4 5 6 5.00 12 3x4 i Y ' 3 15 16 i 2x4 I I 1 4x6=3x6 I I 4 2 N N 2x4 I d 1 � ° 10 9 B STP= 4x4= 5x8 I 2x4 II 3x6-= 7-M- 13-M 7-0-0- 6-0-0 1.10_0 Plate Offsets(X Y)— [2:0-M 0-1-12] [2:0-1-12 0-6-14] LOADING (psf) SPACING- 2-0-0 _CSI. DEFL. in (loc) I/deft- L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) -0.05 2-10 >999_ 360 MT20 244/190 TCDL- 7.0 Lumber DOL 1.25 JBC 0.93 Vert(CT) -0.11 2-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WI3 0.68 Horz(CT) -0.10 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.07 2-10 >999 240 Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 5-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.E REACTIONS. (size) 7=Mechanical,2=0.8-0 Max Harz 2=400(LC 12) Max Uplift 7=-319(LC 12),2=371(LC 12) Max Grav 7=581(LC 17),2=717(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=776/383,6-7=472/490 BOT CHORD 2-10=696/703,9-10=-6961703,8-9=-392/448 WEBS 3-10=0/291,3-14=-014/595,9-14=-660/661,6-8=495/476 NOTES- 1) S I i 10 � 15 O 5012-1-12,60 eave=7ft;Cat. I ExpC Encl.,GCp0.18 MWFRS(directional)and C C Extenor(2E) 13to4-013 lnterior(1)4-0-13 Exterior(2E) S .........L �,,��j . 12-1-12 to 15-2.4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber �� \C E tv S..• ��� DOL=1.60 plate grip DOL=1.60 +, ; �•�'. �f 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific : s to the use of this truss component. .�. 34869 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •,' will fit between the bottom chord and any other members. .' 6)Refer to girder(s)for truss to truss connections. i '' �✓ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb) ii�,( O R`10 P.� 7=319,2=371. ♦`. •oo.....•' tf 111.11111j1� Julius Lee PE No.34869 Mi fek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date;. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/1912020 BEFORE USE. Design valid for use only with MiTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT�i k• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSOP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166143 2878675-GEM-ALLEN D5 Half Hip 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:23 2021 Page 1 ID:uoiemLy2WguMEaK9dulJeyou2x-ngWIKWxD9NV1 PNwYxgugnOIR4mVityTpvzvnYTyk7Pc -211 5-1-14 10-1-12 15-4-0 2-0-0 5-1-14 4-11-14 5 2� 5x6= zxa Scale=1:37.6 II 4 13 5 6.00 12 2x4\\ 3 12 11 2x4 I I 2 2x4 I I 6 1 II: ; 7 8 STP= 3x4= o 4x4= 5x8 I I 6x8= 7-7-4 154-0 7-7-4 7-8-12 Plate Offsets(X Y)- [2.0-1-12 0-6-14] [2:0-0-0 0-1-121 [4:0-3-0 0-2-01 LOADING (psf) SPACING- -2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.17 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) -0.03 2-7 >999 240 Weight:-88 lb FT=20% LUMBER= BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3- BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=Mechanical,2=0-M- Max Horz 2=346(LC 12) Max Uplift 6=.298(LC 12),2=392(LC 12) Max Grav 6=548(LC 17),2=715(LC 17) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=822/566,3-4=-046/474 BOT CHORD 2-7=-817/744,6-7=-402/370 WEBS 3-7=285/441,4-7=-264/421,4-6=519/572 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second-gust)-Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat II;.Exp C;Encl.,GCpi=0.18;MWFRS(directional).and C-C Exterior(2E)-1-11-3 to 4-0-13,Intedor(1)4-0-13 to 10-1-12,Exterior(2E) 10-1-12 to 15-2-4 zone;cantilever left and right Exposed;C-C for members and forces&MWFRS for reactions shown;Lumber +� ,. •.••••..• �j DOL=1.60 plate grip DOL=1.60 �� .•��C E N aS�• ���, 2)Building Designer/Project-engineer responsible for verifying applied roof live load shown covers rain loading requirements specific `�� 1. F•% to the use of this truss component. NO 34869 3)Provide adequate drainage to prevent water ponding. + 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4 will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. ; Q ,•4U 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 6=298,2=392. . %. 4 O R 19 (A` ,, Jutlus Lee PE NoMB69 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.51192020 BEFORE USE. " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated isto 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 , ANSb7PI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Y Job Truss Truss Type city Ply T25166144 2878675-GEM-ALLEN D6 Half Hip 1 1 ., Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:24 2021 Page 1 I D:uoi emLy2Wgu M Ea K9du IJeyou2x-Ft4gXsxrwbeu OXVIVOQvKbgaJAg2cNfz7deL5vyk?Pn -2-0-0 4-1-14 B-1-12 15-4-0 2-0-0 4-1-14 3-11-14 7-2-4 4x6= Scale=1:32.8 3x8= 4 12 13 5 6.01) 12 2x4 3 2x4 II 2 2x4 11 11 1 2 II e c 7 s 8 STP= 3x8= 3x6 11 5x6= 5x8 11 8-1-12 15-4-0 8-1-12 7-2.4 Plate Offsets(X,Y)— [2:0-0-0,0-2-0],[2:0-1-12,0-6-14] LOADING_(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25- TC 0.70 Vert(LL) -0.08 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.16 2-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.03 2-7 >999 240 Weight:86 lb FT=201% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=Mechanical,2=0-8-0 Max Harz 2=292(LC 12) Max Uplift 6=-281(L-C 12),2=-409(LC 12) Max Grav 6=540(LC 1),2=706(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=802/626,3-4=-606/455,4-5=-517/487,5-6=-480/545 BOT CHORD 2-7=793/713 WEBS 3-7=218/335,5-7=-536/578 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd= 24mph;TCDL=4.2psf;BCDL=5.Gpsf,h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ,,�y►��(��1,!/�� II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 3-11-15,Intedor(1)3-11-15 to 8-1-12,Extedor(2E) LIUS 8-1-12 to 15-2-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber ......... DOL=1.60 plate grip DOL=1.60 Ell/ 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ��� ; 4` F•+ ��� to the use of this truss component. N o 34869 3)Provide adequate drainage to prevent water ponding. '". 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 6)Refer to girder(s)for truss to truss connections. 0 C1! 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ',• A% 6=281,2=409. 1 `p1111 N A� Julius Lee PE No.34869 MTek USA,Inc.FL Cert6634 6904 Parke East Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not �s a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Qualify Criteria,DSB-e9 and SCSI Building Component 69D4 Parke East Blvd. Safety lnformadon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Tr7 uss Truss Type Qty Ply T25166145 2878675 GEM-ALLEN Roof Special 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:25 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x j3e21CyThvmkeh4x35x8spNhVaA?Lgn6MHOudLyk?Pm 2t % 7-8-0 8-9-3 , 15-4-0 7-8-0 1-13 6.6-13 5x6= Scale=1:32.5 3 5x6 3x4 11 = 4 5 6.00 12 14 12 A 11 , 2x4 11 2 uh 2x4= Eli 0 1 2x e e c ] 6 8 STP= 3x4= 6x8= 5x6= 5x8 11 7-8-0 - 15-4-0 7-8-0 7-8-0 Plate-Offsets(X Y)— [2:0-0-0 0-2-0] [2:0-1-12 0-6-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES_ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.07 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.15 2-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.14 2-7 >999 240 Weight:82 lb FT--20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=Mechanical,2=0-8-0 Max Harz 2=250(LC 12) Max Uplift 6=-270(LC-12),2=-420(LC 12) Max Grav 6=540(LC 1),2=694(LC 17) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=725/532,31=-619/640 BOT CHORD 2-7=596/565,6-7=-636/596 WEBS 3-7=103/396,4-6=-640/691 NOTES- 1)Unbalanced roof live loads have been considered for this-design. 1%f tII II 111 l iftss 2)11;Exp C;En l.,GC i I0 18;MWFRSed)rect onal and C-C Exterior 2E 11-3 to 4-0 13,Olnterior 15 4-0-35 o 7-M,Exterior(2E) a1�1��o`%US• 7-8-0 to 8-9-3,Interior(1)8-93 to 15-2-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for `•� �C E S•• ��, reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �. ��- .�• L ���•. ii 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific No 34,869' to the use of this truss Component. *• * r 4)Provide adequate drainage to prevent water ponding. �. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. �i '�✓ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) '� ��•�� 9 4;�.�_��� 6=270,2=420. • R .•'• U' �� is•• ..... *�N A` Jullus Lee PE No:34869 Welt USA,Inc.FL Gert 6634 6904 Parke.East Blvd.Tampa FL 33610 Date, August 26,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPlf Quality Criteria,DSB-N and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply T25166146 2878675-GEM-ALLEN D8 Roof Special 1 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:26 2021 Page 1 I D:uoiemLy21 Wgu M Ea K9dulJeyou2x-B FCQyYz5SDubGrf7cpSNPOvsbzYH4J E Fbx7R9oyk?PI 21-0 4-6-0 B-4-0 11-1� 16-8-0 2-0-0 -4-6-0 3-10-0 2-9-3 5-6-13 Scale=1:32A 46= 4 4x4= 3x4 11 6 7 6.00 12 2x 2x4 II 17 16 15 ST1.5x8 STP 2x4 II 1 z 4 2x4= 0 1 10 9 8 3x4 2x4 11 7x10= 6xB= 1 8 8 4-M 8 4-0 16-8-0 1 a, 2-9-8 3-10-0 8.4-0 Plate Offsets(X,Y)— [2:0-1-4 0-2-81,[9:0-5-0,0-4-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLkT-ES GRIP TCLL 20.0 Plate-Grip DOL 1.25 TC 0.90 Vert(LL) -0.04 8-9 >999 360 MT2Q 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix-SH Wind(LL) 0.03 8-9 >999 240 Weight:110 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, 14:2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly,applied or 9-0-4 cc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 2-"except Qt=length)B=Mechanical. (lb)- 'Max Horz 2=226(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 8=-277(LC 12),2=-234(LC 12),l l=-213(LC 12) Max Grav All reactions 250 lb or less at joints)except 8=568(LC 1),2=317(LC 1),11=511(LC 17),11=442(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=665/429,4-0=-635/571 BOT CHORD 2-11=-435/485,10-11=4881560,9-10=-488/560,8-9=636/668 WEBS 5-9=56/360,4-5=-30/332,6-8=-717/685 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 84-0,Exterior(2E) 8-4-0 to 11-1-3,Interior(1)11-1-3 to 16-64 zone;cantilever left and right exposed;C-C for members and forces 8r MWFRS for +� , •�.... . I� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 E N 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific w,� L` SF�•% to the use of this truss component. . 34869 4)Provide adequate drainage to prevent water ponding. ' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive loads. Z 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 'p •, ;�l o` 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 277 lb uplift at joint 8,234 lb uplift at joint 2 and 213 lb uplift at joint 11. �,,�••. 4 O R'4 P.• ,�. 9)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �j •.,...... '• �� 41 j0�lV Julius Lee PE No.34869 MiTek USA Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job - Truss Truss Type Qty Ply T25166147 2878675-GEM-ALLEN D9 Roof Special 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:27 2021 Page 1 ID:uoiemLy21WguMEaK9dulJeyou2x-fSmpAu jDWOSt?EKAWzcyES3mNgkpoCPgbt?iEyk?Pk 2 0 0 8-4-0 12-1-3 1641-0 2-0-0 8.4-0 3-93 4-6-1 3 5x6= Scale=1:33.9 3 6.00 12 4x4= 2x4 II 4 5 12 13 11 dr N 2x4 II 2 5} 2x4= 0 1 e x c e 7 6 BSTP= 5x6= 6x8= 5x6= 5x8 II 8-4-0 16-M 84-0 B-4-0 Plate.Offsets(X Y)— [2:0-1-12 0-6-14] [2:0-0-0 0-2-01 [7:0-3-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC -0.81 Vert(LL) -0.10 6-7 >999— 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.20 6-7 >969 240 BCLL 0.0 Rep Stress Incr YES WB OA2 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.18 2-7 >999 240 Weight:-84 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc puffins, 1-3:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=Mechanical,2=0-8-0 Max Horz 2=196(LC 12) Max Uplift 6=-283(LC 12),2=-455(LC 12) Max Grav 6=590(LC 1),2=730(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except-when shown. TOP CHORD 2-3=798/571,34=-708/657 BOT CHORD 2-7=537/606,6-7=718/739 WEBS 3-7=84/392,4-0=-809/815 NOTES- `,,t{li 1.1 i 1111., 1)Unbalanced roof live loads have been considered for this design. `k)S 2)Wind:ASCE 7-16;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-1 1-3 to 4-0-13,Interior(1)4-0-13 to 8-4-0,Exterior(2E) �'� ,�'�C E N 5+••. ���, 8-4-0 to 12-1-3,Interior(1)12-1-0 to 16-64 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for �►�' V. F �•. �� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 N O 34869 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific .* •�.* . to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. �. * •.: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 0 ,-���!j will fit between the bottom chord and any other members. 00 '. / 7)Refer to girder(s)for truss to truss connections. '.;C( 0 R`O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 lb uplift at joint 6 and 455lb uplift at �1•••.,�����.�•• joint 2. O Al-E �� �11:11.11111���, Julius We PE No.34869 Welt USA,.Inc.FL Cert 6634 6904 Parke East lvd.Tampa FL 33610 Date:: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Vahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type city Ply T25166148 2878675-GEM-ALLEN DID Roof Special 1 1 .; Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:16 2021 Page 1 ID:uoiemLy2WguMEaK9dulJeyou2x-UKbes7rgp8eO3luC1 iG17vVAZx4Bkr2nlOiwpNyk7Pv -2-0-0 8-4-0 12-10-1 16-8-0 2-0-0 8-4-0 4-0-1 3-9-15 5x6= Scale=1:33.9 3 6.00 Ft2 4x4= 2x4 I I 4 12 5 Lzi 11 2x4 11 2 a S} 2x4= c 1 s x e e 7 6 6STP= 5x6= 6x8= 5x6= 5x8 11 8-4-0 - -- 16-M 8-4-0 8-4-0 Plate Offsets(X Y)— [2:0-1-12 0-0-14] [2:0-M 0-2-0] [7:0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.10 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.20 6-7 >979 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.02 6 n/a n/a BCDL 10.0- Code FBC2020frP12014 Matrix-SH Wind(LL) 0.18 2-7 >999 240 Weight;83 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood-sheathing directly applied or 5-7-6 oc purlins, 1-3:2x4 SP No.1 except end verticals. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No- WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=Mechanical,2=0-8-0 Max Horz 2=177(LC 12) - Max Uplift 6=-280(LC 12),2=-457(LC 12) Max Grav 6=590(LC 1),2=730(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=798/576,34=-719/653 BOT CHORD 2-7=515/605,6-7=-733/761 WEBS 3-7=67/389,4-7=-217/281,4-6=-841/849 NOTES-1)Unbaanced roof live loas have been considered for this design. ,�111111ii11��� 2)Wind:A CE 7- 6;Vult=160mph(3 second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. , us ��� II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)A-11-3 to 4-0-13,Interior(1)4-0-13 to 8-4-0,Exterior(2E) �: �G E N tom+'• oi�, 8-4-0 to 12-10-1,Interior(l)12-10-1 to 16-64 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for ��� • V F•�•. ♦40 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �]O 34869 •• 0. 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific * ,. to the use of this truss component. ; 4)Provide adequate drainage to prevent water ponding. ;. * •: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •, +• will fit between the bottom chord and any other members. i 7)Refer to girder(s)for truss to truss connections. 4# 11,c••. 4 P.' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) `�1S�•0•A`.G•��j,�� 6=280,2=457. /O N Ay Julius Lee PE No;34869 MTek USA,Inc.FL Gert 6034 6904 Parke East Blvd Tampa FL 33610 Date: August 26,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. Design valid for use only with MiTe&connectors.This design is based only upon parameters shown,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 iViiTe k• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job �Tll ru T25166149 ssTruss Type CityPly2878675-GEM-ALLEN Roof Special 1 1 Job Reference o tional Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 6.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:17 2021 Page 1 I D:uo iemLy21 WguMEaK9dulJeyou2x-yX913TsSaSmtgSTPbQnGY72LKLPQT19xW2STLpyk?Pu 2-0-0 430 8.4-0 13.4-1 16 8 0 2-0-0 4-3-0 4-1-0 5-0-1 3 3-15 5x6= Scale=1:36.1 3 6.00 12 4x4= 2x4 11 12 4 5 11 N 2x4 II 2 N 2x4 o e 1 x 1 * e 7 c • B STP= _ 6 5x6= 5x8 ]I 5x6 ST1.5xB STIR= 6x8= 8-4-0 16-M 8.4-0 8-4-0 Plate Offsets(KY)- [2:0-1-12,D=6-14],[2:0-0-0 0-2-0] [7:0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.10 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL- 1.25 BC 0.68 Vert(CT) -0.20 6-7 >985 240 BCLL 0.0 ' Rep Stress Incr YES WB -0.26 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.18 2-7 >999 240 Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, 1-3:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-12 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 6=0-8-0,2=0-8-0 Max Horz 2=-166(LC 10) Max Uplift 6=-278(LC 12),2=-459(LC 12) Max Grav 6=590(LC 1),2=730(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=799/580,3-4=-728/651 BOT CHORD 2-7=500/606,6-7=-743/775 WEBS 3-7=56/387,4-7=-236/309,4-6=-862/875 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. *% J ,.:..,..•F� ��, 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 8-4-0,Exterior(2E) � •.. GEN 84-0 to 13-4-1,.Interior(1)13-4-1 to 16-6-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for +'� V� 5F•••.- ��� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :• �• i 3 BuildingDesigner/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific + 34869 9 J 9 P fY 9 PP 9 q P � *..• �*, to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. b 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. �vo . 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at--lb) �i n:• O R,VD 6=278,2=459. �I\. tS :•...••• •• �,�� ,/,11I11 N'A,IWO `� Julius Lee PE No.34869 MiTek USA,Inc.fl Cert 6534 6904 Parke East Blvd.Tampa FL 33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119l2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrintion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPlf Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166150 2878675-GEM-ALLEN D12 Roof Special 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:18 2021 Page 1 I D:uoi emLy2lWg u MEaK9dulJey0u2x-CW PH pt4 LI uklc2bBZJV4KaW_102CIC4liBOtFyk?Pt -211 7-M 9-8-0 14-4-1 W-0 2-0-0 7-0-0 2-8-0 4-8-1 2-3-15 Scale=1:32.7 4x6= 4x6= 3 4 6.00 12 15 5 4x4= 2x4 11 m 6 4 Ci 2x4 112 14 R '4 2x4= 0 1 2x g e 10 9 8 a o- 8 STP= 3x6= = 7 5x6= 5x8 II 2x4 3x4 ST1.5x8 STP= 6x8= 7-M 9-8-0 14-4-1 16�-0- 7-M 2 S-0 4-8-1 2-3-15 Plate Offsets(X,Y)- [2:0-0-0,0-2-0),[2:0-1-12,0-0-14) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.09 2-10 >999- 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.17 2A0 >999- 240 -BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.02 7 nla- n/a BCDL 10:0 -Code-FBC2020/TP12014 Matrix-SH Wind(L-L) 0.14 2-10 >999 240 Weight:83 lb FT=20% -LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) 7=0-M,2=0-8-0 Max Horz 2=149(LC 11) Max Uplift 7=-275(LC 12),2=-462(LC 12) Max Grav 7=590(LC 1),2=730(LC 1) FORCES. (lb)-Max.Comp./Max.-Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=836/667,3-4=-6521124,4-5=-778f715 BOT CHORD 2-10=-556/648,8-10=-554/652,7-8=-761/785 WEBS 5-8=-211/283,5-7=-887/932 NOTES- 1)Unbalanced-roof live loads have been considered for this design. 2)Wind:-ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. L1US Z �, 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 7-M,Exterior(2E) +�� ,�,..••..,�� I, 7-M to 144-1,Interior(1)144-1 to 16-6-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for •�� .•��G E(1(S'• �0' reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� ;• F•�•.. �� 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific No 34869 '• �.. to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load non con current 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 •i will fit between the bottom chord and any other members. �♦` 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �C/,� 7=275,2=462. i, . •f'O R 10P'•'���� jON AI t�C���. Julius Lee PENo.W69 Mi fek USA,Inc.FL Cett 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty ply T25166151 2878675GEM-ALLEN D13 Roof Special Girder 1 1 ' T Job Reference optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:19 2021 Page 1 ID:uoiemLy211A/guMEaK9dulJeyou2x-uvHnUBti630bwmcnirgkdY7hl95VxDSD MxaPiyk7Ps -210 5-0-0 11 8 0 15-4-1 16 8-0 2-0-0 5-0-0 6-8-0 3-8-1 1-3-15 Scale=1:33A Special 5x8= Special NAILED NAILED NAILED 4x6= 3 14 15 16 4 6.00 12 "4x42x4II22x4=1e 1017 18 98 .5x8 STP= 2x4 11 NAILED NAILED 3x6= _ 7 4x4= 5x8 NAILED Special 6 Special ST1.5x8 STP= 5x8 I I p 3x4= 5-0-0 11 8 0 15-4-1 1611 5-0-0 6 8 0 3-8-1 1-3-15 Plate Offsets(X,Y)— [2:0-1-12 0.6-141 [2:0-0 00-1-121,[3:0-6-0,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.08 BA >999 360 MT20— 244/190- TCDL 7.0 Lumber DOL- 1.25 BC 0.70- Vert(CT) -0.17 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix-SH Wind(LL) -0.06 8-10 >999 240 Weight:86 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural-wood sheathing directly applied or 3-5-3 oc purlins, 3-4:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS- 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Leff 2x6 SP No.2 REACTIONS. (size) 7=0-8-0,2=0-8-0 Max Horz 2=118(LC 7) Max Uplift 7=421(LC 8),2=-015(LC 8) Max Grav 7=962(LC 37),2=1124(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. -TOP CHORD 2 3=-1684/675,34=-1511/691,4-5=-1 6661713 BOT CHORD 2-10=586/1463,8-10=-583/1487,7-8=-537/1185 WEBS 3-10=-31/439,4-8=-65/351,5-8=-287/559,5-7=-1454/669 NOTES- 1)Unbalanced roof live loads have been considered for this-design. ,��V�1tJS 2)Wind:ASCE 7-16;Vult=t60mph(3-second gust)Vasd=124mph;TCDL=4.2psf-BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �� • •. ♦� 3)Building Designer/.Project engineer responsible for verifying applied roof live load shown covers rain loading requirements E N specific �� Y�C' *1$1 +i to the use of this truss component. R' : •. • 4)Provide adequate drainage to prevent water ponding. .; 34869 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7k; 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 1� will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) +�'• 7=421,2=615. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)291 lb down and 233 lb up at ',, 5�.1'0 R p•'� ��, 5-0-0,and 291 lb down and 233 lb up at 11-8-0 on top chord,and 300 lb down and 191 lb up at 5-0-0,and 300 lb down and 191 lb s� `:�>•, upat 11-7-4on bottom chord. The design/selection the LOAD CASE(S)sect on,loadsads a pliedto tt ta ( I responsibility he face of the truss re noted O as front or back i B of others. 10) n ' lN A}1���,, O Julius Lee PE No.34869 LOAD CASE(S) Standard MiTek USA,Inc:FL Cart 6534 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Pattie EaSfBlvd.Tampa FL 33616 Date: Continued on page 2 August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5M9002D 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 4uilding 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 ANSUrPlf qualify Criteria,OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203,Waidorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty PIY T25166151 2878675-GEM-ALLEN D13 Roof Special Girder 1 1 , Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 6A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:19 2021 Page 2 I D:uoi em Ly21 Wgu M Ea Kgd ulJeyou2x-uvHnU8ti630bwmcnirq kdY7h I95VxD SD_Mxa Piyk?Ps LOAD CASE(S) Standard Uniform Loads(plf) Vert:13=-54,3-4=54,45=54,5-6=-54,2-7=-20 Concentrated Loads(lb) Vert:3=55(B)4=55(B)9=-26(B)10=38(B)8=38(B)14=-40(B)15=-40(B)16=-40(B)17=-26(B)18=-26(BI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job ' Truss Truss Type City Ply T25166152 �878675-GEM-ALLEN EJ5 Jack-Open 5 1 � Jab Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:27 2021 Page 1 I D:uoiemLy21 W g u MEaK9dulJeyou2x-fSmpAu JD W OSt?EKAWzcyES5NNzgpumPgbt?iEyk7 P k -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:20.3 3 8 6.DO 12 N N 2x4 11 2 2x4= n• 6, 1 d• 6• .5 BSTP= 4 4x4= 5.0-0 5-0-0 Plate Offsets(X Y)- [2:0 2-0 0-0 13] LOADING (psf)- SPACING- 2-0-0 CSI. DEFL. in -(loc) I/defl Lid PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.01 2=4= >999 360 MT20 244/-190 TCDL 7.0 Lumber DOL 1.25- BC 0.11 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep-Stress Incr YES WB 0.00 Horz(CT) -0.00 s nla n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Wind(LL) 0.00 -2 •""' 240 Weight:27 lb FT=20% LUN BER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly-applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0.8-0,4=Mechanical Max Horz 2=208(LC 12) Max Uplift 3=-97(LC 12),2=-256(LC 12) Max Grav 3=126(LC 17).2=332(LC 17),4=92(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Intedor(1)4-0-13 to 4-114 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��.. `f♦�}�`. �. I�� will fit between the bottom chord and any other members. ��� J�. •.•••. 5)Refer to girder(s)for truss to truss connections. ��� •�Ci E N s �i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb-uplift at joint 3 and 256 lb uplift at �� 4 tC•%.• �: joint 2. NO 34869 • O �14/• Julius Lee PE 11o.34869 MiTek USA,Inc.k Cert 6634 6904 Parke.EasfBlvd.Tampa FL33610 Oate: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.511912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vertfy 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 ANSUTP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166153 2878675-GEM-ALLEN EJ6 Jack-Open 3 1 a , Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:28 2021 Page 1 I D:uoiem Ly2l Wgu M Ea Kgd ulJeyou2x-7eKB ND_L_gBJV8p W kDU rU R?D4n FxYL?Y2FcYEgyk?Pj i -2-0-0 7-0-0 2-0-0 7-0-0 Scale=1:24.6 3 6.00 12 19 9 N N Pl 2x4 II 2 R - 2x4= 1 8 g 6, 3.00 FIT x8 STP= 6x8 I Plate Offsets-(X,Y)— [2:0-1-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.03 2-4 >999 360 MT20- 244/190 TCDL 7.0 -Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.05 24 >999 240 Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=259(LC 12) Max Uplift 3=-156(LC 12),2=-260(LC 12) Max Grav 3=180(LC 17),2=400(LC 17),4=13O(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 6-11-4 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ,tip 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +1 J •......0.� 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 ♦� •' E N �� will fit between the bottom chord and any other members. i��' ; LlG �•. ��,, 5)Refer to girder(s)for truss to truss connections. No 34$69 •: .'. 6)Bearing at joint(s.).2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ., 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at joint 3 and 260 lb uplift at joint 2. d • •� f 411 Jutlus`Lee PE No:34869 M tek USA,Inc.FL tort 6634 6904 Parke East Blvd.Tampa FL 33610 Date August 26,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19f2020 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r►p , building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1VIiTek- is always required for stability and to prevent collapse 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,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166154 2878675-GEM-ALLEN EJ7 Jack-Open 2 1 r Job Reference o tional Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:30 2021 Page 1 I0:uoiemLy2lWguMEaK9dulJeyou2x-31 RxovOcWRP1 kSyvreWJZs4ZfbwZOEVrWZ5flZyk7Ph 2-0-0 7-0-0 2-0-0 7-0-0 3 Scale=1:25.9 6.00 12 9 m N O ;� 4 A 1 r5� 2x4 11 2 c� 2x4= cl 1 8 6• @ g 8 STP= 4 4x6 i 7-0-0 7-0-0 Plate-Offsets(X,Y)= [2:0-1-0,0-2-0) LOADING (psf) -SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft- L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.03 2.4 >999 360 MT20 244/190 TCIL-- 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.06 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor_(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.05_ 2.4 >999 240 Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3- REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=261(LC 12) Max Uplift 3=-154(LC 12),2=-263(LC 12) Max Grav 3=179(LC 17),2=401(LC 17),4=130(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf,h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 6-11-4 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide ,��� will fit between the bottom chord and any other members. :4*�,� �'�•;.....•• 5)Refer to girder(s)for truss to truss connections. E N 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) '•VAC s •••.• ♦�� 3=154,2=263. • �: 34869 • *• •pit -• Z. • •� V.�• _,. lilts Julius Lee PE No.34869 MiTek USA,Inc.FL Gert 6634 6904 Parke.East Blvd.Tafnpa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. Design valid for use only with 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 MOWis_.[ways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166155 2878675-GEM-ALLEN EJ8 Monopitch 10 1 I , Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:32 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-OPZiDb2s23fi_m6Hz3ZneH9tzOcl U8?8ztamNRyk?Pf 7-6-0 7-6-0 Scale=1:18.2 4x4 11 3 3.00 12 2 2x4 I I LJ 0' 4 ri• e• 6• 0 6• d- ST1.5xB STP= 4 5x6= ST1.5x8 STP= 3x4 II 7-6-0 7-6-0 Plate Offsets(X,Y)— [2:0-4-15,0-1-4) LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.03 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT-) -0.06 2-4 >999 240 BCLL OA Rep Stress-Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014- Matrix-SH Wind(LL) 0.05 2-4 >999 240 Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4-SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 4=0-6-0,2=0-8-0 Max Horz 2=124(LC 12) Max Uplift 4=-122(LC 12),2=258(LC 12) Max Grav 4=247(LC 1),2=369(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-170/346 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf-,BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-5-9 to 4-6-7,Interior(1)4-6-7 to 7-4-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for-reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load-shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,>>J vLtUS ,� �Ier 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide ••,••••.,� �j will fit between the bottom chord and any other members. `�� �X,�Ci E hf S r�i 5.)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at--lb) �� L F•�t. �� 4=122,2=258. 34869 ^Q i iir .. Julius Lee PE No.34869 M,rek USA,Inc.EL Cert 6634 6904 Parke East.Bivd'.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 quality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166156 2878675-GEM-ALLEN EJ61 Jack-Open Supported Gable 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:29 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-bquZaZ?zIBHA71Nilx?41 fXQjBedHl?iHvM6m7yk?Pi t% 7-0-0 r 7-0-0 Scale:.1/2'=1' 5 4 6.00 12 13 3 12 Li 1 _ 8 7 6 x6= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC- 0.14 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD- Structural wood sheathing directly applied or6-0-0 oc purlins, BOT CHORD 2x6-SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4-SP No.3 REACTIONS. All bearings 7-M. (lb)- Max Horz 2=259(LC 12) Max Uplift All uplift 100-lb or less at joints)6,8 except 2=174(LC 12),7=-120(LC 12) Max Grav All reactions 250 lb or less at joint(s)6,2,7,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-0=-478/150 WEBS 4-7=135/365,3-8=-200/487 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=2ft;Cat. ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3E)-1-11-3 to 4-0-13,Exterior(2N)4-0-13 to 6-10-4 zone; cantilever left and-right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Building Designer/Project-engineer responsible for verifying applied roof live load shown covers rain loading requirements-specific , to the use of this truss component. E/V 4)All plates are 2x4 MT20 unless otherwise indicated. '!� y�C S +•••• ��' 5)Gable requires continuous bottom chord bearing. • 6)Gable studs spaced at 2-0-0 oc. 34869 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 100 lb uplift at joint(s)6,8 except at—lb) 2=174,7=120. RID Ay Julius Lee PE No.34869 Mi7ek USA,Inc.FL Cert 6634 6904 Parke.Eatt Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall {q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any.Additional temporary and permanent bracing iViiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166157 2878675-GEM-ALLEN EJ71 Jack-Open 7 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 is Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:30 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-31 RxovOcWRP1 kSyvreWJ7s4cybplOEVrWZ5flZyk?Ph 2 0 0 4-M _ 7-0-0 2-0-0 4-M 3-0-0 Scale=1:25.9 4 6.00 12 12 a 3 a A 5x12= 2x4 11 2 c9 2x4= 11 - 6• 1 7 8 STP= 3x4 I I 3x4 4-M 7-0-0 4-M 3-0-0 Plate Offsets(X Y)— [6.1-0-12 0-2-151 LOADING (psf) SPACING- 2-0-0- CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.13 5-6 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-R Wind(LL) 0.18 5-0 >452 240 Weight-37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. 3-5:2x4 SP No.2- OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-8-0,5=Mechanical Max Horz 2=261(LC 12) Max Uplift 4=-107(LC 12),2=259(LC 12),5=-25(LC 12) Max-Grav 4=148(LC 17),2=410(LC 17),5=132(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=277/86 BOT-CHORD 2-7=342/314,3-6=-314/342 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 6-11-4 zone; cantilever left and right exposed;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1.60 plate grip 60 2 Buuiildin•Designer/Project engineer responsible for verifying-applied roof live load shown covers rain loading requirements specific ,��� �`�}St LF�F.'4' 9 9 1 9 P9 4 P to the use of this truss component. �� J •.••'••• 3)This truss has been designed fora 10.0 psf bottom-chord live load nonconcurrent with any other live loads. `�N �:��(y 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 ; ti F•••.- will fit between the bottom chord and any other members. + No 34869 40 5)Refer to girder(s)for truss to truss connections. • + 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except Qt=lb) 4=107,2=259. f��r •il:. S �.0R`OP.G��,` *'5`VNay Julius Lee PE No.34869 MTek USA,Inc.FL Cert6634 6904 Parke East Blvd.Tampa FL 33610` Date:: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSWPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166158 2878675-GEM-ALLEN EJ72 Jack-Open 23 1 Job Reference(optional) •Builders FirstSource(Fort Pierce); Fort Pierce,FL-34945. 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:31 2021 Page 1 ID:uoiemLy2lWguMEaKgdulJeyou2x-YD?J?F1EHD(uMcX5PM2Y64d1e J11hl?kDrCr?yk7Pg -2-0-0 5-8-0 2-0-0 5-8-0 3 Scale=1:22.4 8 6.00 12 N N 2x4 I 2 N 2.4 11 0 s• 1 g 1. x8 STP= 4 4x4= 5-8-0 5-8-0 Plate Offsets(X,Y)— [2:0-2-0,0_-0-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plata—Grip DOL 1.25' TC 0.76 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB O.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 `"` 240 Weight:29=1b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-O.oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=226(LC 12) Max Uplift 3=-122(LC 12),2=257(LC 12) Max Grav 3=152(LC 17),2=354(LC 17),4=105(LC 3) FORCES. (lb)-Max.ComplMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 5-7-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide `��t�lfi /1irl will fit between the bottom chord-and any other members. 1, ,US !j� 5)Refer to girder(s)for truss to truss connections. ,� , �•...•.L• �I� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) �� ;••�C E N S+'• ��� 3=122,2=257. `�� ' V F•••• �� 34869 OV 0040 : 00 GN III Julius Lee PE No.34869 MTek USA,Ina.k Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date. August 26,2021 ®WARNING-Veriy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev.5119Q020 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 o MiTBk' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPM Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166159 2878675-GEM-ALLEN G Half Hip 1 1 r Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:33 2021 Page 1 I D:uoiemLy21 W gu M EaK9d u IJeyou2x-Uc74Qx2 U pM ncbwhTXn40BViBvowi D O3 HCXKJvuyk?Pe -2-0-0 6-7-12 13-0-0 13-7� 2-0-0 6-7-12 644 -7- 3x4 11 8rale=1:44.9 6.00 12 5 4- 5x6 i 4 3x4 G f2- • 11 ST1.Sx8 STP= 3x8 sn 3 3x4 o � 2x4 II 7 N 2x4 2 2x4 11 m = , 1 f 3.00 12 .5x8 STP= 4x6 11 6-7-12 13-7-0 6-7-12 6-11-4 Plate Offsets(X Y)— [2:0-2-7 Edge] [4:0-3-0 0-3-0] LOADING (psf) SPACING- 2-M -CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 6-7 >999 -360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.45 Vert(CT) -0.12 6-7 >999 240 BCLL 0.0 Rep Stress-Incr YES WB 0.84 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.05 7 >999 240 Weight:77 lb FT-20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. 5-11:2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-8-0 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. -(size) 2=0-8-0,11=0-5-8 LOADS IMPOSED BY SUPPORTS(BEARINGS). Max Harz 2=427(LC 12) Max Uplift 2=-294(LC 12),11=322(LC 12) Max Grav 2=632(LC 17),11=574(LC 17) FORCES._ (lb)--Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=1167/555,6-11=574/415 BOT CHORD 2-7=837/1104,6-7=-841/1098 WEBS 4-7=0/283,4-6=-1002/778 NOTES- 1)11;Exp C;En l.,GCpi=0.18;MWFRS(directional)and C-C Extenor(2E)-1-11-3 to4-0-13/nte or(1)4-013 to13-4-4 zone; 7ft;Cat. *>> ``uSt L114" cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip +�� ,� ........ -�j, DOL=1:60 E N.+ 2)Building Designer/Project-engineer responsible for verifying applied roof live load shown covers rain loading requirements specific '��' ;• F•% to the use of this truss component. 34869 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 20.0psf on the bottom chord in all areas where a rectangle 3.8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • * •: 5)Bearing at joint(s)2,11 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 2=294,11=322. N A�"O�,, Julius Lee PE No.34869 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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/rPlf Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166160 2878675-GEM-ALLEN G1 Half Hip 1 1 + , • Job Reference optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34946, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:34 2021 Page 1 I D:u oiemLy21 Wgu M EaK9du IJeyou2x-yohSeH36agvTD4Gg4UbFki FJfCGxyrJ RRB3sRKyk?Pd 2-0-0 6-7-12 13-M 13 7T 2-0-0 6-7-12 64.4 - 7 3x4 11 -Scale=1:44.9 6.00 12 5 4 5x6 i 4 3x4 12 3x8 3 3x4 2x4 11 7 2x4= 2 2x4 11 ST1.5x8 STP= ,f x8 STP= 3.00 12 4x6 II 6-7-12 13-7-0 6-7-12 6-11-4 Plate Offsets(X Y)- 12:0-2-7,Edge}14:0-3-0,0--3-01 LOADING (psf) SPACING- -2-0-0 CSI. DEFL. in (loc) I/defl LJd PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.12 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.05 7 >999 240 Weight:83 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-4-13 ocbracing. 5-11:2x6-SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-M VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL- -LOADS IMPOSED BY SUPPORTS-(BEARINGS). REACTIONS. (size) 2=0-8-0,11=0-5-8 Max Harz 2=427(LC 12) Max Uplift 2=-294(LC 12),11=322(LC 12) Max Grav 2=632(LC 17),11=574(LC 17) FORCES. (lb)-Max.COmpJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=-1167/565,6-11=-074/415 BOT CHORD- 2-7=-837/1104,6-7=-841/1098 WEBS 4-7=0/283,4.6=-1002/778 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ``,�4{�����iry��� 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 13-4-4 zone; 1, L�US I�t cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gripA. ��� JJ�..••...F� I� 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific `� V F•�. �� to the-use of this truss component. �. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 4)+This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. * .: 5)Bearing at joint(s)2,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify '0 capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb) .Q 2=294,11=322. �,,T �• O R} P; Julius Lee PE No.34869 Mi fek USA,Inc.EL Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: August 26,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p A ek- building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the iUliT fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Cdleria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166161 2878675-GEM-ALLEN G2 Half Hip 1 1 ! t Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:35 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-Q_Fgrd4kL-1 KrDrseC6UGwnUBcdohRQafrpQ_myk?Pc 2-0-0 6-7-12 11-0-0 -- 13-7-0 2-0-0 6-7-17 4 4 4 ' 2-7-0 Scale=1:37.9 4x4= 3x6= 5 6 i 3x4 i o 6.00 12 A 4 i 3x4 15 3 7 3x6= 3x4 i 14 8 5x12= m 2x4 11 9 2x4 I I 2 cq 2x4= o e 13 ST1.5x8 STP= t e e 3.00 12 x8 STP= 4x6 I I 6-7-12 11-1-8 13-7-0 6-7-12 4-5-12 2-5-8 Plate Offsets(X Y)- [2:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud- PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.04 2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.09 2-9 >999 240 BCLL 0.0 Rep Stress Incr YES- WB 0.28 Horz(CT)- 0.04 13 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Wind(LL) 0:05 2-9 >999 240 Weight:86 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 or purlins, -BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. 6-13:2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-8-0 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). -REACTIONS. (size) 2=0-8-0,13=0-3-8 Max Horz 2=365(LC 12) Max Uplift 2=-324(LC 12),13=292(LC 12) Max Grav 2=639(LC 17),13=526(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=1137/859,4-5=-408/306,5-6=-336/342,7-13=-526/515,6-7=-501/517 BOT CHORD 2-9=1127/1050,8-9=-1122/1041 WEBS 4-8=-680/752,6-8=-579/566 NOTES- 1)Wind:ASIDE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)-1-11-3 to 4-0-13,Intedor(1)4-0-13 to 11-0-0,Exterior(2E) 11-0-0 to 13-0-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS-for reactions shown;Lumber +1 a �,.••+•..� - DOL=1.60 plate grip DOL=1.60 ,4�� ••�C E N 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific '� •'•.. to the use of this truss component. 34869 3)Provide adequate drainage to prevent water ponding. 4 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. ; ;CC Z 6)Bearing at joint(s)2,13 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify •„ 11i capacity of bearing surface. o 0 • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except at--lb) 'ir4%, (.O R`t�A.• ���� 2=324,13=292. �I, •'�•,....•'�.< �1 ,`O'XI A}�`" Julius lee PE MoN869 MiTek USA,Inc FL 6ert 6634 6904 Parke East 9lvd.Tampa R.33610 Date:- August 2612021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19,12020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ,, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166162 2878675-GEM-ALLEN G3 Half Hip 1 1 • I . J Job Reference(Optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:35 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-Q_Fgrd4kL_1 KrDrseC6UGwnW?cX_hRBafrpQ_myk?Pc -211 5.3-0 9-0-0 - 13-7-0 2-0-0 5-3-0 3-9-0- 4-7-0 3x6= Scale=1:33.1 • 4x4= ST1.5x8 STIR= 5 6 6.00 12 2x4= G 4 a 14 3x4 i 3 7 8 36 5x12= 2x4 II 13 N 2 S} 2x4= 0 1 x e e a 12 3.00 12 5x8 STP= 5x6 [I 9-1-8 13-7-0 r 9-1-8 45-8 Plate Offsets(X,Y)— [2:0-2-6,Edgel LOADING (psf) SPACING- 2-0-0 £SI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 2-8 >975 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.33 2-8 >461 240 BCLL 0.0 * Rep Stress Incr . YES WB 0.29 Horz(CT) -0.04 12 n/a n/a BvDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.04 2-8 >999 240 Weight:80 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 5-2-8 cc bracing. 6-12:2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-10-0 VERTICAL LEGS-ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). REACTIONS. (size) 2=0-5-0,12=0-3-8 Max Harz 2=311(LC 12) Max Uplift 2=-346(LC 12),12=270(LC 12) Max Grav 2=638(LC 17),12=493(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=1117/1046,45=-095/559,5-6=-606/578,7-12=-493/450,6-7=-458/462 BOT CHORD 2-8=-1234/1047 WEBS 4-8=-399/612,6-8=-656/685 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. `���ttil►E�t�rt II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)-1-11-3 to 4-0-13,Interior(1)4-0-13 to 9-M,Extedor(2E) +.�. `(}S. L�fit 9-M to-1 3-4-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber `+* DOL=1.60 plate grip DOL=1.60 * 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific `�� • 4� SF•�•% to the use of this truss component. 3)Provide adequate drainage o prevent water ponding. *•. 34869' 4)This truss has been designed for a 10.0 psf bottom-chord live load nonconcurrenf 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. Q 6)Bearing at joint(s)2,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify W capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) ''i �• � O R Q Q`•� 2=346,12=270. • •� �� Julius Lee PE No34869 MiTek USA,Inc.FL Cert 6f34 6904 Parke.East Blvd.Tampa FL 33610 Date:: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.511 912 0 2 0 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M''r®�' isalways required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSHTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply ' T25166163 2878675-GEM-ALLEN G4 Half Hip Girder 1 1 ' a Job Reference(optional) Builders FirslSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:37.2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-MNNaGl5?sbH 14X?Fmc8yLL0rPA89FNt791X2fyk?Pa -2- 0 7-M 13-7-0 2_0 7-0-0 6-7-0 Scale=1:30.8 Special 5x6= 4x6-= ST1.5x8 STP= NAILED NAILED 3 11 12 4 6.00 12 A N 5 6 6x8 13 14 46- = 2x4 II 2 Special NAILED NAILED 2x4= 1 a s 10 s e a 3.00 12 x8-STP= 5x6 7-1-8 13-7-0 7-1-8 6-5-8 Plate Offsets(X Y)- [2:0-0-12 0-2-11] [6:0-4-8 0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. -DEFL. in (loc) I/deft Ud -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.06 6- >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.12 25 >999 240 BCLL 0.0 Rep Stress Incr NO -WB 0.70 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC202UITP12014 Matrix-SH Wind(LL) 0.10 6 >999- 240 Weight:80 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins, 34:.2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEBS 2x4 SP No.3*Except* 4-10:2x6 SP No.2 OTHERS 2x4 SP No.3 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). REACTIONS. (size) 2=0-8-0,10=05-8 Max Horz 2=262(LC5) Max Uplift 2=547(LC-8),10=-504(LC 8) Max Grav 2=981(LG25),10=1035(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2261/1011,31=-1973/958,5 10=-1035/504,4-5=-881/543 BOT CHORD 2-6=1001/2016 WEBS 3-6=0/569,4-6=-896/1871 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.1 B;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 xNuuS ;< 2)Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific `+� , •..••••..• �� to the use of this truss component. �� •`(•i N S • �i- 3)Provide adequate drainage to prevent water ponding. .• V �•• �r 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •' 34869 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. r 6)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) p 2=547,10=504. 41 '�� ••� 8)"NAILED"indicates 3-1 Od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. Q R 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)329 lb down and 348 lb up at 7-0-0,and 81 lb down and 45 lb up at 13-44 on top chord,and 381 lb down and 98 lb up at 7-1-12 on bottom chord. The �j�j O.N-p1.E 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). Julius Lee PE Np;34869 LOAD CASE(S) Standard MiTek USA,InC.EL Cart 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Padre East.Blvd.Tampa FL 33010 Date:, August 26,2021 Continued on page 2 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .r. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stabiltry and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdca6on,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166163 2878675-GEM-ALLEN a G4 Half Hip Girder 1 1 • s Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:37 2021 Page 2 I D:uoiemLy2NVguMEaK9dulJeyou2x-MNNaG[5?sbH 14X?Fmc8yLLt]rPA89FNt79lX2fyk?Pa LOAD CASE(S) Standard Uniform Loads-(plf) VerC1-3=-54,3-4=-54,2-6=-20,5-6=-20 Concentrated Loads(lb) Vert:3=136(B)6=-271(B)4=-22 11=-88(B)12=-88(B)13=-61(B)14=-61(B) • I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5/1 912 0 2 0 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 t7.jilding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSBTP11 Quality Criteria,DSB-89 and BCSI Building Component 69131 Parke Fast Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply • T25166164 2878675-GEM-ALLEN HJ5 Diagonal Hip Girder 2 1 ' A Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:38 2021 Page 1 I D:uoiemLy2lWguM EaK9dulJeyou2x-gZwzTe6ddvPuihZRJKgBuYP_RpcyunNOLp14a5yk?PZ -2-9-15 7-0-2 2-9-15 7-0-2 4 Scale=1:20.0 NAILED NAILED 4.24 12 11 3x8 NAILED 3 NAILED 10 2x4I2 LH 2x4= 3x8 12 6 5 13 1 3x8 II 6 g NAILED NAILED NAILED NAILED 6 3x6=5 2x4 11 i 1-9-14 2-3-9 7-0-2 1-9-14 OS-10 4-8-9 Plate Offsets(X Y)— [2:0-0-4 0-1-8] [2:0-1-11 0-1-1-3] LOADING (psf) SPACING- -2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.07- 5-6 >796 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.07 5-6 >806 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins. BOT CHORD 2x4 SP No-.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (size) -4=Mechanical,5=Mechanical,6=0-11-5 Max Horz 6=205(LC 8) Max Uplift 4=-89(tC 8),5=188(LC 17),6=-023(LC 8) Max Grav 4=125(LC 28),5=264(LC 24),6=744(LC 31) FORCES. (Ib)—Max.Comp./Max.Ten.-All forces250(Ib)or less except when shown. TOP CHORD 2-3=1022/898 BOT CHORD 2-6=-800/1007,5-6=-6831743 WEBS 3-5=7661704,3-6=-644/640 NOTES- 1)II Exp Wind:CS Encl.,CE GCpi=0.18;MWFRS(directional);cantilever left and Dright exposed;Lumber DOL=1 60 plate grip DOL=1 607ft;Cat. ,,,� �u � if** 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific +1 •+.•++•..• F �, to the use of this truss component. 3)This truss has been.designed for a 10.0 psf bottom chord live load rlonconcurrent with any other live loads. �1� ;• �•�•. ?� 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. No 3486,9 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except at=lb) ;. •. 5=188,6=623. 7)"NAILED"indicates 3-1 Off(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. .�. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Vl LOAD CASE(S) Standard • •� R,• •_`� 1 Dead+Roof Live balanced:Lumber Increase=1.25,Plate Increase=1.25 s ` Uniform Loads(plf) ) �e;,jaNAls 10 Vert:1-4=-54,2-5=-20 Concentrated Loads(lb) Julius Lee PE No 348(i9 Vert:10=-37(F=19,B=-19)11=50(F)13=70(F) Welk USA,Inc.FL Cert 6634 6904 Parke,East;Blvd.Tampa FL 33610 Date:- August 2Q,2021 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �9 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?PIf quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss-Type Qty Ply T25166165 2878675-GEM-ALLEN HJ6 Diagonal Hip Girder 1 1 • ' • Job Reference(optional) Builders FirstSource(Fort Pierce); Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:39 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-JIULh_7FOCXIJrBdt1 BQRly7nDuSdCQAaTnd7Xyk?PY -2-9-15 4-11-0 9-10-1 2-9-15 4-11-0 4-11-0 4 Scale=1:24.6 NAILED NAILED 13 4.24 4 12 NAILED 30% N NAILED 3 12 NAILED NAILED 11 16 4x4= N 2x4 I I 2 NAILED 5 20 II NAILED 20= NAILED o � 14 NAILED NAILED 212 F12 NAILED 6 4-11-0 9-10-1 4-11-0 4-11-0 Plate Offsets(X,Y)- [2:0-3-0,0-2-4) LOADING (psf)- SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 -Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.06 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81- Vert(CT) -0.07 2-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 -Code FBC2020/TPI2014 MatrixSH Weight:56 Ito FT=20%- LUMBER- BRACING- TOP CHORD 2x4 SP No.2 MOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins. BOT CHORD 2x6 SP No:2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-9-13,5=Mechanical Max Horz 2=259(LC 24) Max Uplift 4=-127(LC-8),2=-446(LC 8),5=-84(LC 8) Max Grav 4=141(LC 28),2=737(LC 28),5=324(LC 29) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1425/321 BOT CHORD 2-7=407/10-9,6-7=416/1080 -WEBS 3-5=-1057/403 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ,�1�.JL1 J8 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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 ♦ G E N will fliitbetween the bottom chord and any other members. `o� �••L` SF•••, ��� 5)Refer to girder(s)for truss to truss connections : 34869' 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain forrnula. Building designer should verify '• •' capacity of bearing surface. � *: •* .. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)5 except(jt=1b) 4=127,2=446. M'0 • -� 8)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 3 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1.Q LOAD CASE(S) Standard `.•'_`G'. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=-54,2-5=-20 Concentrated Loads(lb) Julius Lee PE No.34869 Vert:11=88(F=44,B=44)13=-06(F=-18,B=18)16=-36(F=-18,9=18) MiTek USA,Inc.FL Cent 6634 6904 Parke_East Blvd.Tampa FL 33610 Date:-. August 26,2021 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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' always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,'see ANSI?PIi Qualify Criteria,DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166166 2878675-GEM-ALLEN HJ7 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:40 2021 Page 1 I D:uoiem Ly21 Wgu MEaK9dulJeyou2x-nt2j uK8t9 Wfcx?jq RlifzzVl MdJZMgoJp7 W Bfyk?PX -2-9-15 4-10-7 9-10-1 2-9-15 4-10-7 4-11-10 4 Scale=1:26.8 NAILED IY 0 NAILED 13 4.24 12 NAILED 3x4 NAILED 3 12 d NAILED h n NAILED 11 2x4 I I 2 2x4-= � c s6 7 1 14 15 16 6 e x8 NAILED NAILED 2x4 11 NAILED 4x4=5 -NAILED NAILED NAILED r 4-10-7 9-10-1 4-10-7 4-11-10 Plate Offsets( Y)— [2:0-0-8 0-1-8) LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc)- I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.04 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.03 6-7 >999 240 -BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Weight:57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-10-15,6=Mechanical Max Harz 2=261(LC 24) Max Uplift 4=-126(LC 8),-2=-446(LC 8),6=-78(LC 8) Max Grav 4=138(LC 28),2=744(LC 28j,6=331(LC 29) FORCES. (lb)-Max.Comp.lMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1047/215 BOT CHORD 2-7=-252/699,6-7=-252/699 WEBS 3-7=0/257,3-6=-749/270 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements-specific to the use of this truss component. '0 4. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +% , •..••• ..• F ��, 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 �� .•`�G N aS•• ��• Will fit between the bottom chord and any other members. +�� .•� �' F•�'. �r 5)Refer to girder(s)for truss to truss connections. .� 34869 •: 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except at--lb) "' • • r 4=126,2=446. r 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. �. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). b LOAD CASE(S) Standard �.0 Q ..• �� ,r 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 '' Q 1 - Uniform Loads(plf) •......t Concentrated Loads(lb)5 20 ,���i�I, ,NIA'; ,>�`, Vert:11=88(F=44,B=44)13=36(F=-18,B=18)16=-36(F=-18,B=18) Julius Lee PE Rfo34869 Mi fek USA,Inc.FL Cert 6634 6904 Parke.East Blvd.Tampa FL 33610 Dater August 2Q,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.5119/202D 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 �4 a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166167 2878675-GEM-ALLEN HJ71 Diagonal Hip Girder 2 1 ` • Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:41 2021 Page 1 ID:uoiemLy2lWguMEaKgdulJeyou2x-F8c56g9VwgnTZ810?SDuWA1 SIOcj5AyT2nGkBQyk?PW -2-9-15 5-6- 7-9-8 9-10-1 r 2-9-15 5-6-62 3 2 2-0-9 7 Scale=1:27.8 NAILED 3x4 NAILED 6 15 424 F12 N NAILED NAILED 3x4-:- 14 NAILED 4 NAILED 5 13 18 10 9 2x4 I I 3x6 II 4x4 3 = a� 2 c i 2x4= nn cit 1 12 �s /� 16 17 11 4x4= NAILED= 4x6= NAILED NAILED NAILED 3x4= 3x4 11 2 5-" 7-9 8 9-10-1 0-2 5-" 232 2-0-99 Plate Offsets(X,Y)— [3:0-3-4,0-2-01,[5:0-1-�8,0-2-01- LOADING (psf) -SPACING- 2-0-0 CSI. DEFL. in- (loc) I/deft- Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.39 11 >286 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 -Vert(CT)- -0.54 11 >207 180 BCLL 0:0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD ` Structural wood sheathing,directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (size) 7=Mechanical,3=0-10-15,12=0-1-8,9=Mechanical Max Horz 3=-561(LC 22),12=702(LC 24) Max Uplift 7=-B3(LC 24),3=-354(LC 8),9=-206(LC 8) Max Grav 7=48(LC 13),3=-834(LC 28),9=468(LC 28) FORCES, (lb)-Max.CompJMax.Ten.-A1Fforces 250(lb)or less except when shown. TOP CHORD 1-2=662/179,2-3=-664/175,3-5=-446/125,5-6=-868/335 BOT CHORD 5-10=387/826,9-10=-093/837 WEBS 1-12=-180/702,-6-10=-1857522,6-9=-996/468 NOTES- 1)Wind:ASCE-7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf,BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ,� , �•......�• �� 3)N/A �� .`GENS�• 4)This truss has been-designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.' `�� ; V F•�•. �� 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 . No 34869 Will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to thus connections. 7)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)12. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)7 except Qt=lb) 3=354,9=206. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12. 10)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. �•�., R,O P,••,�_�.►. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)172 lb down and 105 lb up atS�'•,,�����.••`�,�� 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. I is 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I� LOAD CASE(S) Standard Julius Lee PE No.34869 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Welt USA,Inc.FL Gert66M Uniform Loads(plf) 6904 Parke East Blvd.Tampa F 1.33610 Vert:1-5=-54,5-7=-54,3-11=-20,5-8=-20 Date: August 26,2021 Continued on page 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev,5/192020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is loran 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 MOW 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166167 2878675-GEM-ALLEN HJ71 Diagonal Hip Girder 2 1 ' ' Job Reference(optional) Builders FirslSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:41 2021 Page 2 ID:uoiemLy2lWguMEaK9dulJeyou2x-F8c56g9VwgnTZ810?SDuWA1 SIOcj5AyT2nGkBQyk?PW LOAD CASE(S) Standard Concentrated Loads(lb) Vert:13=88(F=44,B=44)18=-137 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5119l2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW 5 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml OW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166168 2878675-GEM-ALLEN P81 Piggyback 1 1 ` I • Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430-s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:42 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x jKATJO97h7vKAItCYAk720am7Q41ggfcGR7ljsyk7PV 11-8-2 11-8-2 Scale=1:19.8 6.00 12 6x8 i 6x8 3 4 5 6 m 0 2 7 � d 1 Io i 10 9 8 2x4= 3x8 II 2x4= 11-8-2 11-8-2 Plate Offsets(X,Y)— [3:0-4-0;0-1-15),[5:0-4-0,0-1-15) -LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 _6 n/r 120 MT20 244/t90 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.00 6 n/r 120 13CLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 -Code FBC2020/TP12014 Matrix-SH Weight:35 lb FT=20% -LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x6 SP No.2 REACTIONS. All bearings 9-9-7. (lb)- Max Horz 2=-36(LC 10) Max Uplift All uplift 100 lb or less at joints)2,6,10,8 except 9=-163(LC 12) Max Grav All reactions 250 lb or-less atjoint(s)2-6,10,8 except 9=317(LC 21) `• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(I15)or less except when shown. WEBS 4-9=-239/413 NOTES- 1)Unbalanced roof live loads-have-been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;LumberDOL=1.60 plate grip DOL=1.60 3)Building Designer/Project-engineer responsible for verifying applied roof live load-shown covers rain loading requirements specific to the use of this truss component. ##1�li 4)Provide adequate drainage to prevent water ponding. ��.UL�US L� �I� 5)Gable requires continuous bottom chord bearing. +� , ••...+..••+fC �t� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide R�� ,•• �� +S� �•. ��� will fit between the bottom chord and any other members. NO 34$69' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8 except at=lb)9=163. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. b 00 4.0 Julius Lee PE No.34869 MiTek USA,Inc,EL Cert6634 6964 Parke East Blvd:Tampa FL336110 Date:- August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,511912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166169 2878675-GEM-ALLEN PB2 Piggyback 1 1 r Job Reference(optional) Builders FirstSource(Fort Pierce), fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:43 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-BXksXMAISRI BoSSP6tFMbb7ycgPnZ6QmV4lrGJyk?PU 4-0-1 11-8-2 4-0-1 7.8-1 Scale=1:19.8 4x4= 44= 3 4 6.00 12 d 5 2 6 I� n 1 Io m Io 8 7 2x4= 2x4 I I 2x4 I I 2x4= 11-8-2 11-82 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLANES GRIP TCLL 20.0 Plate Grip-DOL 1.25 TC 0.18 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Weight:371b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-9-7. (lb)- Max Harz 2=80(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 2=-113(LC 12),5=-113(LC 12),8=-104(LC 12),7=-104(LC 12) Max Grav All reactions 250 lb or less at joints)2,5 except 8=269(LC 17),7-259(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-8=-1 881279,4-7=-180/281 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)VaSd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.1 B;-MWFRS(directional)and C-C Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building to the use s this truss component. responsible for verifying applied roof live load shown covers rain loading requirements specific J�tus L fl' 4)Provide adequate drainage to prevent water ponding. �� •.••••••.. F,�'*.... 5)Gable requires continuous bottom chord bearing. '+� ;'•`Ci E N S 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live.loads. �� `' F•4•. �f 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 . N o 3486�9 will fit between the bottom chord and any other members. . 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 2,113 lb uplift at joint 5,104 lb uplift at joint 8 and 104 lb uplift at joint 7. : ", * •+ 9)See Standard Industry Piggyback Truss Connection Detail for Connection to-base truss as applicable,or consult qualified building designer. 0 •••....•••'• �� 0NA� Julius tee PE No:34869 MiTek USA,Inc.FL Cart 6634 6904 Parke.East;Blvd.Tampa FL 33610 Date: August 26,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applirabllity of design parameters and properly incorporate this design into the overall : building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSdrPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 r Job Truss Truss Type Qty Ply T25166170 2878675-GEM-ALLEN PB3 Piggyback 8 1 ` • Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021-MiTek Industries,Inc. Thu Aug 26 10:47.44 2021 Page 1 I D:doiemLy2WguMEaKgdulJeyou2x-fj IEkiBOD192Qc1 bgbmb8pfl uEdD IZCvkkUOolyk?PT 5-10-1 11--8-2 5-10-1 5-10-1 Scale=1:21.1 4x6= 3 6.00 12 4 2 5 `? o Io 3x4 2x4 11 3x4 11-8-2 11.8-2 Plate Offsets(X Y)— [2:0-2-10,0-1-81,[4:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL -20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0A1 5 Ink 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.02 5 n/r 120 BCLL 0.0_' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code_FBC2020frP12014 Matrix-SH Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc,purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=9-9-7,4=9-9-7,6=9-9-7 Max Horz 2=119(LC 11) Max Uplift 2=-144(LC 12),4=144(LC 12),6=-145.(LC 12) Max Grav 2=200(LC 17),4=218(LC 18),6=395(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=242/382 NOTES- 1)Unbalanced roof live loads have been-considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasds124mph;TCDL=4.2psf;BCDL=5.0psf;_h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers.rain loading requirements specific to the use of this truss component. ���►11G111 11111111J,' 4)Gable requires continuous bottom chord bearing. �1 L1V S 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +�� ,�•.......F� '0V 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by 2-0-0 wide E iN will fit between the bottom chord and any other-members. �� ;• V` SF�•% 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 144 lb uplift at joint 2,144.Ib uplift at :� 34869' joint 4 and 145 lb uplift at joint 6. ,. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified-building designer. 1 .0 4f Julius Lee PE No.34869 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 � Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbWJ1 Qual/ty Criteria,6SB-89 and BCSI Building Component 69134 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166171 2878675-GEM-ALLEN PB4 Piggyback 1 1 ' * ' Job Reference(optional) Builders Firssource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:45 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-7vrcx1C0 21v1menEllggOCHGe4E102zOEyKByk?PS 11-8-2 11-8-2 Scale=1:19.8 4x4= 4x4= 3 4 6.00 12 71 N 5 2 6H Li a 1 Io m jo 8 7 2x4= 2x4 11 2x4 I I 2x4= 11-8-2 11-8-2 LOADING-(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GPJP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a rile BCDL 10.0 Code FBC2020/TP12014 Matrix-SH_ Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 9-9-7. (lb)- Max Horz 2=84(LC 10) Max Uplift All uplift 100-lb or less at joints)8,7 except 2=117(LC 12),5=-117(LC 12) Max Grav All reactions 250 lb or less at joints)2,5 except 8=266(LC 17),7=252(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except wherrshown. WEBS 3-8=-185/264,4-7=-174/266 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. f 11 U i 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. US jl 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ....•••,• 4*4*� 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 �� �,• \Ci will fit between the bottom chord and any other members. �� •'.6 *� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,7 except Ot=lb) 2=117,5=117. �• •• 348$9 _(_ • 0 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building * 1 designer. .. b 10 0 ... 1101.1111111 ON pL ��• 0tt111111i+�+>� Julius Lee PE 11034869 MiTek USA,Inc:FL Cott 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.5119,12020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tt building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply ` T25166172 ?878675-GEM-ALLEN+ PB5 Piggyback 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:46 2021 Page 1 ID:uoiemLy2lWguMEaKgdulJeyou2x-b6P_9NCelMQmfwBzn?p3DEkRS1 RWmUiCB2zVsdyk?PR 11-8-2 11-8-2 Scale=1:19.8 4x6— 2x4 II 4x6 6.00 12 3 4 5 N 6 2 ] I� a n a; Li Li Io 10 9 8 2x4= 2x4 11 2x4 11 2x4 11 2x4= 11-8-2 11-8-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in -(IDc) I/deft L/d -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.21 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1-.25 BC 0.15 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-SH Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or16-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or-6-M oc bracing. WEBS 2x6 SP No.2 REACTIONS. All bearings 9-9-7. (lb)- Max Horz 2=-41(LC 10) Max Uplift All uplift 100 lb or less at joints)2,-6,10,8 except 9=-155(LC 9) Max Grav All reactions 250 lb or less at joints)2,6,10,8 except 9=300(LC 21) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-9=-227/391 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)--Wind:ASIDE 7-16;Vult=160mph.(3-second gusty Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. ',��►�1�,��ffff fly 5)Gable requires continuous bottom chord bearing. ++ vltlJS I�� 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 .. 0 E N Will fit between the bottom chord and any other members. �� .`••V` S'�.••'.. ��� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift-at joint(s)2,6,10,8 except- N O 34869 at--lb)9=155. '. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. + '%, Julius Lee PE N0.34869 MiTek USA,.Inc.FL Cert 66M 6904 Parke East Blvd.Tampa FL 33610 Date:. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informat/on available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166173 2878675-GEM-ALLEN V1 Valley 1 1 ' 7 qr Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:47 2021 Page 1 I D:uoiemLy2 WguMEaKgdulJeyou2x-4IzMMjDGWgYdH31ALjKIIRHRgRg_VwiLQij3P4yk?PQ 6-0-0 6-0-0 Scale=1:19.8 2x4 I I 2 6.00 12 1 C 4 0 3 2x4 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL -20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) n/a n/a 999 MT20 244/190 TCDL -7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL -0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2_ TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=5-11-8,3=5-11-8 Max Horz 1=140(LC 12) Max Uplift 1=-57(LC 12),3=-127(LC 12) Max Grav 1=203(LC 17),3=228(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD. 2-3=194/371 NOTES- 1)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for-members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer I Project engineer responsible-for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '+��►1 1���,, 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. �� •..••••..• �4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) `�'� •'�G S+ • �t 3=127. �.�. ft • No 34869 ;i� �iF• �ORIp�'G���, � NAB E ��. Julius Lee PE No.34869 MiTek USA,Inc.EL Cott6634 6964 Parke.EastBivd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall AiTek• R, 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 iVi fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rP/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166174 2,978675-qEM-ALLEN. V2 Valley 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:49 2021 Page 1 I D:uoi emLy2l W gu M EaK9du IJeyou2x-Oh57nPF W2H oLW NvYT8MmrsMwgFRKzgCetOC9Tyyk?PO 4-M 4-M Scale=1:12.8 2 2x4 II + 6.00 12 1 q a 0 3 2x4 i 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL-. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS. (size) 1=3-11-8,3=3-11-8 Max Horz 1=87(LC 12) Max Uplift 1=-35(LC 12),3=-79(LC 12) Max Grav 1=126(LC 17),3=141(LC 17) -FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL-=4.2psf,BCDL=5.Opsf;h=f5ft;B=45ft;L=60ft;eave=7ft;-Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber-DOL=1.60 plate grip-DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements-specific to the use of this truss component. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord-live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,,,��t{�) ►►l��i will fit between the bottom chord and any other members. >>1 J��J8 6)Provide mechanical connection(by others)of truss to bearing plate capable-of withstanding 100 lb uplift atjoint(s)1,3. 4,+� J••G •N.• ��, Oil No 34869 .0 •:� �� Julius Lee PE No34869 MiTek USA,Inc.FL Cert6634 6904 Parke:East Blvd.Tampa FL 33610 bate: August 26,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1yliTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 J Job Truss Truss Type Qty Ply T25166'175 2878575-GEM-ALLEN V3 Valley 1 1 + s Job Reference.o tional Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8A30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:50 2021 Page 1 I D:uoiemLy21 Wg uMEaK9d uIJ eyou2x-UtfV?IFBo bwBBXUIOrt?N4vArfq Fh HSo6gxjOPyk?PN 2-M 2-0-0 •Scale=1:7.8 2 s.0o122 1 Y g 0 3 2x4 I LOADING (psD SPACING- 2-0-0 CSI. DEFL. in {Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=1-11.8,2=1-11-8,3=1-11-8 Max Horz 1=37(LC 12) Max Uplift 1=-15(LC 12),2=-40(LC 12) Max Grav 1=53(LC 17),2=46(LC 17),3=27(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=1511f;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Gable requires continuous bottom chord-bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A111. 6)Bearing at joint(s)2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify ��:JL�V.S capacity of bearing surface. ��. • .. .�• t�` �I� 7)Provide mechanical cmtraction(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. !!`.`'� :.v��,.�N S± •• ���' • No 34869 r � r r JuflusLee PE No 34869 MTek USA,Inc.K Lett 6634 69o4 Pam.liao Blvd.Tampa FL 33610 Dater August 26,2021 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,0II-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTeM9 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .p. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Criteria,OSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166176 2(178675-GEM-ALLENr V4 GABLE 1 1 ' Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:51 2021 Page 1 I D:uoiem Ly21 WguMEaK9dulJeyou2x-y3DtC5GnZu22mh3xaZP EwHSKU29DQj9xLKhGYryk?PM 14-8-9 29-5-2 14-8-9 14-8-9 3x6= Scale=1:53.1 8 7 9 6 10 6.00 12 5 11 31 32 4 12 30 33 13 3 2 14 1 15 o -v9 a' o i � 3x4 i 29 28 27 26 25 24 23 22 21 20- 19 18 17 16 3x4� 3x6= 3x6_= 29-5-2 29-5-2 Plate Offsets(X Y)— [2:0-0-0 0-M] [3:0-0-0 0-0-0] [4:0-M O-Ml [5:0-0-0,0-Ml,[6:0-M,0-0-0],[8:0-3-0 Edge];[9:0-0-0,0-0-0] -LOADING (psf) SPACING— 2-0-0- CSI. DEEL in (loc) I/deft' L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC, 0.12 Vert(LL) n/a n/a 999 MT20 244/1RO TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0..10 Horz(CT) 0.01 15 n/a n/a BCDL- 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:160 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or-6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 TRUSS DESIGNED-FOR WIND LOADS IN THE PLANE s OF THE TRUSS ONLY.FOR STUDS EXPOSED TO WIND REACTIONS. All bearings 29-5-2. (lb)- Max Harz 1 29-5- 11) (NORMAL TO THE FACE),SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE,OR CONSULT Max Uplift All uplift 100 lb or less at joints)1,17,19,28,26 except 16=167(1_C 12),18=-104(LC 12), QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 21=-117(LC 12)1 29=-167(LC 12),27=-104(LC 12),24=-118(LC 12) . Max Grav All-reactions 250 lb or less atjoint(s)1,15,23,22,17,18,19,21,28,27,26,24 except 16=351(LC 18),29=351(LC 17) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have-been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. ll;-Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)0-7-9 to 6-7-9,Interior(1)6-7-9 to 14-8-9,Exterior(2R)14-8-9 to 20-8-9,Interior(1)20-8-9 to 28-9-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. �� J•�..+••••.••F �j� 4)All 4,♦ 0 plates are 2x4 MT20 unless otherwise indicated. tG E N s 5)Gable requires continuous bottom chord bearing. ♦1* ;' L �•� �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 34869 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. •, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)1,17,19,28,26 except Qt=1b)16=167,18=104,21=117,29=167,27=104,24=118. . .0 �.' ,♦ �'SONA Julius Lee PE N0.34869 MiTek USA,Inc.FL Cert6634 6904 Parke.East Blvd.Tampa FL 33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.51IM020 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 twilding 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 ANSVTPI1 Quality Criteria,USB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply ' T25166177 2878675-GEM-ALLEN V5 GABLE 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:53 2021 Page 1 I D:uoiemLy2lWguMEaK9dulJeyou2x-uSKedm l l5W Im?_DKi_Ri?jXa IsnzucREoeANcjyk?PK 12-8-9 25-5-2 12-8-9 12-8-9 4x4= Scale=1:45.1 3 6.00 FIT 2x4 11 2x4 11 2 4 1 5 v -4 a o 3x4,5�- 9 10 8 7 11 6 3x4 2x4 11 2x4 II 3x6= 2x4 11 25-5-2 25-5-2 LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip=DOL 1.25 TC 0.49 -Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stressancr YES- WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 10:0 Code FBC2020/TPI2014 Matrix-SH Weight:95 lb FT=20% _LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No-.3 REACTIONS. All bearings 25-5-2. (lb)- Max Harz 1=-263(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)1,5,8 except 9=-355(LC 12),6=-355(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,5 except 8=529(LC 17),9=755(LC 17),6=755(LC 18) FORCES. (1b)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=164/263 WEBS 3-8=250/123,2-9=-477/534,4-6=-477/534 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)0-7-9-to 6-8-9,Interior(1)6-8-9 to 12-8-9,Exterior(2R)12-8-9 to 18-8-9,Interior(1)18-8-9 to 24-9-9 zone;cantilever,left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ,���JL�US t� !I4l 4)Gable requires continuous bottom chord bearing. �1 J •••.•••.••�4$ 5)This truss has been designed for a 10A psf bottom chord live load nonconcurrent with any other live loads. �'� .• ,G E N S • �i 6)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide ��� • V �••. �� will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 34869' ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8 except �. .. at=lb)9=355,6=355. i0 ' �/♦ 4%' N A\- Julius Lee PE No.34869 MiTek USA,Inc.Fl Cert 6634 6904 Parke•East Blvd.Tampa R.33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Jt building design. Bracing indicated is to prevenj buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSUM11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job: Truss Truss Type City Ply T25166178 2.878675-GEM-ALLEN• Y6 Valley 1 1 90 Job Reference(optional) Builders FirslSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:54 2021 Page 1 I D:uoiemLy2WguMEaK9dulJeyou2x-MeuOg6JfspQdd8oWFhyxYw4miG4vd38N1 Ivw9Ayk?PJ 10-8-9 21-5-2 10-8-9 10.8-9 4x6= Scale=l:3B.6 3 6.00 12 10 11 2x4 11 2x4 I I 2 4 1 5 71 o -4 0 0 3x4 i 9 12 8 7 13 6 3x4 2x4 11 2x4 11 3x6= 2x4 11 0 8 21-5-2 11-8 21.4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl-- L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-4-2. (lb)- Max Horz 1=219(LC 11) Max Uplift All uplift 100 lb or less atjoint(s)1,5,8 except 9=-296(LC 12),6=-296(LC 12) MaxGrav All reactions 250lb or less atjoint(s)1,5 except 8=542(LC 17),9=612(LC 17),6=612(LC 18) FORCES. (lb)-Max.CompJMax.Ten.-AII_forces 250(lb)or less except when shown. WEBS 3-8=270/183,2-9=-411/495,4-6=-311/495 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-1t Vult=160mph(3-second-gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft,Cat. II;Exp C;Encl.,-GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)0-7-9 to 6-7-9,Interior(1)6-7-9 to 10-8-9,Exterior(2R)10-8-9 to 16-8-9,Intedor(1)16-8-9 to 20-9-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. `��►� l/�� 4)Gable requires continuous bottom chord bearing. t. I�, 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,� J•�,..• ..•• F %, 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 G E N will fit between the bottom chord and any other members,with BCDL=IO.Opsf. R�� ;• 4� S�.•�; ��i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,5,8 except �. 34869 '. at=lb)9=296,6=296. r Z + � • ONA' Julius Lee PE No.34869 MiTek USA,Inc.EL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with 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 b;ilding 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 ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available fmm Truss Plate Institute,2570 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply tT25166179 ,q 2878675-GEM-ALLEN V7 GABLE 1 1 Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26-10:47:55 2021 Page 1 I D:uoiemLy2lWguMEaK9dulJeyou2x-rgSO2SJHd7YU EINipOTA47GWUgRIM WyXGyfUhcyk?PI 8-8-9 175-2 8-8-9 8-a-9 Scale=1:29.9 4x6= 3 6.00 FIT 10 11 2x4 I 2x4 11 2 4 5 1 v v 4 -4 0 0 3x4 9 8 7 6 3x4�. 2x4 I I 2x4 11 3x6= 2x4 11 17-5-2 17-5-2 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCM 20.0 Plate Grip DOL 1_25 TC 0.51 Vert(LL) -n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a- n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:61-lb— FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings-17-5-2. (lb)- Max Horz 1=-176(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,5,8 except 9=-277(LC 12),6=-277(LC 12) Max Grav All reactions 250 lb or less atjoint(s)1,5 except 8=400(LC 1),9=487(LC 17),6=487(LC 18) FORCES. (lb)-Max.Comp.lMax.Ten.-All forces 250(lb)or less except when shown. WEBS 3-8=271/264,2-9=405/588,4-6=-405/58B NOTES- 1)Unbalanced roof live loads have been considered'for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)0-7-9 to 6-7-9,Interior(1)6-7-9 to 8-8-9,Exterior(2R)8-8-9 to 14-8-9,Interior(1)14-&9 to 16-9-9 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements Specific to the use of this truss component. ���4fi 11JI�I 4)Gable requires continuous bottom chord bearing. �1'• `raUS 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +1� ,�,.••+••,CF fj 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 G will fit between the bottom chord and any other members. ��� ; �� SF�••. ��� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8 except No 84869 •. Qt=lb)9=277,6=277. •�• ti•. �j S•4 O R`O <<,S UtitSN Al E Jullus Lee PE No.34869 MTek USA,,Inc.FL Cert66M 6904 Parke.East Blvd.Tampa FL 33610 Date: August 2ti,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119r2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall !r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIR'PII Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job ! Truss Truss Type Qty Ply T25166180 2g78675-GEM-ALLL ENS VB Valley 1 1_ Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:56 2021 Page 1 ID:uoiemLy2lWguMEaK9dulJeyou2x-J1 OmFoKvORgLsSyuN6_PdL93Q31K5_zgUeO1 D2yk7PH 6-8-9 13-5-2 6-8-9 6-8-9 4x6= Scale:1@-=1' 2 6.00 12 3 1 C Y_ 4 '4 0 0 3x6 2x4 4 3x6 0 -6 13-5-2 0 -8 13-4-10 LOADING (psf) SP*CING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a, n/a_ 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=13-0-2,3=13-4-2,4=13-4-2 Max Horz 1=-132(LC 10) Max Uplift 1=-113(LC 12),3=113(LC 12),4=-203(LC 12) Max Grav 1=207(LC 17),3=226(LC 18),4=499(LC 1) FORCES. ,(Ib)-Max.CompJMax.Ten.—All forces 250(lb)or less except when shown. WEBS 24=302/427 NOTES- 1)Unbalanced roof live loads have been considered for this-design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15111;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2E)zone;cantilever left and right exposed;C-C for members-and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Us 6)`This tnlss 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 ,0� J�•,.....•�� I� will fit between the bottom chord and any other members. lJ fG N 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) `�� ••�� S •4$ 400 0 • 1=113,3=113,4=203. 34869 IO ONp-6 '��`• Julius Lee PE No.34869 MiTek USA,Inc.FL Cart 6634 6904 Parke F49 Blvd.Tampa FL 33610 Date: August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Wilding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�Tek- is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply T25166181 2878675-GEM-ALLEN V9 Valley 1 1 ' °' Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:57 2021 Page 1 I D:uoiemLy2WguMEaKgdulJeyou2x-nDa8TBLX9koCUcW5xpVe9YiIpT64gRbpjG8alVyk7PG 4.8-9 9S2 4-8-9 4-8-9 Scale=1:18.3 4x4= 2 6.00 12 3 LJ v v 4 '4 a o 4 3x4 2x4 II 3x4 0 -8 95-2 028 9-4-10 LOADING (psf) SPACING- 2-0-0 CSI.- DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip-DOL 1.25 TC 0.33 Vert(ILL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 1.0.0 Code FBC2020/TP12014 Matrix-SH Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=94-2,3=9-4-2,4=9-4-2 Max Horz 1=-89(LC 10) Max Uplift 1=-76(LC 12),3=-76(LC 12),4=-135(LC 12) Max Grav 1=139(LC 17),3=152(LC 18),4=335(LC 1) FORCES. (lb)-Max.Comp-./Max.Ten:-All forces 250(lb)or less except when shown. WEBS 2-4=204/343 NOTES- 1)Unbalanced roof live loads have been-considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads-US t,• I� 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 �1s1�.,. ....... will fit between the bottom chord and any other members. �� .••�G n(S ��� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 except at--lb) R♦� ;• V F•��. �� 4=135. ,r N 0. o 34869 R 1 Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Dade:. August 2f,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job ; Truss Truss Type Qty Ply T25166182 2§i78675-GEM-ALLEN• V10 Valley 1 1 ' ") Job Reference(optional) Builders FirstSource(Fort Pierce), Fort Pierce,FL-34945, BA30 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:4B 2021 Page 1 I D:uoiemLy2WguMEaKgdulJeyou2x-YUXIa3EuHzgUvDKMvQrXlfgnyr4a ENyVfM ScxW yk7PP 2-8-9 5-5-2 2-M 2-8-9 3x6= Scale=1:12.1 2 6.00 12 3 1 C Qo 2x4 i 2x4 0-pr8 5-5-2 0 b-8 5-4-10 _Plate Offsets(X,Y)- [2:0-3-0,Edge]- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a - n/a 999 MT20- 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/FPI2014 Matrix-P Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly.applied or 5-5-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0-oc bracing. REACTIONS. (size) 1=5-4-2,3=54-2 Max Horz 1=45(LC 11) Max Uplift 1=-73(LC 1-2),3=-73(LC 12) Max Grav 1=154(LC 1),3=154(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=152/292,2-3=-152/308 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second-gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Gable requires continuous bottom chord-bearing. � t 5- This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with anyother live loads. % � 6)*This truss has been-designed for alive oa&of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � ,J,'!uS.. F��,I�♦ will fit between the bottom chord and any other members. G E N 7)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s)1,3. `�� V� SF•�• ♦� 34869 % %O •. T Julius Lee PE No:34869 MTek USA,Inc:FL Cart 6634 6904 Pa11te East Blvd.Tampa FL33610 Date,. August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSV7PH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply T25166183 2878675-GEM-ALLEN V11 Valley 1 1 o• .• Job Reference(optional) Builders FirslSource(Fort Pierce), Fort Pierce,FL-34945, 8.430 s Aug 16 2021 MiTek Industries,Inc. Thu Aug 26 10:47:48 2021 Page 1 I D:uoiemLy2 WguM EaK9dulJeyou2x-YUXIa3Eu Hzg UvD KMvQrXIfglXr6q ENyVfMScxWyk?P P 4-8-14 4-8-14 Scale=1:8.8 2 3.00 12 2x4 1 4 g o - 3 3x4% 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25- TC 0.36 Vert(LL) Tr/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix P Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-7-14,3=4-7-14 Max Horz 1=46(LC 12) Max-Uplift 1=-53(LC 12),3=-65(LC 12) Max Grav 1=124(LC 1),3=124(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250-(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph{3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=60ft;eave=7ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)andZ-C Extedor(2E)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been ned for a live load of 20.Opsf on ttom chord in areas 6)Pwill rof de mechanical theottomconnection chord b n others)other truss tto bearing plate cote capable of withstanding n where 100 Ib rectangle atjoint(s) n6-0 tall 3y 2-0-0 wide No 84869 • • •M r NAyC��� Julius Lee PE No.34869 MiTek USA,Inc.FIL Cert 6634 6964 Parke East Blvd.Tampa FL 33610 Dater August 26,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/190020 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 passible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Tampa,FL 36610 e •` Symbols S ►- y Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 11"/4' tenter plate on joint unless x,y 64 8 dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in,-sixteenths. i 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For c1-2 132-3 wide truss spacing,individual lateral braces themselves O16 N may require bracing,or altame ve or I O WEBS q 4 bracing should be considered. p °� ��� � 3. Never exceed the design loading shown and never U ° O stack materials on inadequately braced trusses. n 8 U 4. Provide copies of this truss design to the building D_ designer,erection supervisor,property owner and For 4 x 2 orientation, locate o C7-8 C6-7 C5-6 all other interested parties. plates 0- 1/1e'from outside BOTTOM CHORDS p 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GE�ERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSIfrPI 1. �,. required direction of slots in AROUND THL TRUSS STARTING AT THE JOINT FARTHEST TO T, Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSIrrPI 1. `Plate location details available in MiTek 20/20 CHORD AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber NUMBERS/LETTERS. shall not exceed 19%at time of fabrication. software or upon request. 9. Unless expressly noted,this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. ICC-ES reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BFZACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or purlins provided at by text in the bracing sectio6 of the truss dillOss dtherWise shown. spacing indicated on design. Output. Use T Or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. -_ 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing Only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards' 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone ANSIlrPl1: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. W1 DSB-89: Design Standard for Bracing. 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, MiTek 21.The design does not take into account any dynamic Installing&Bracing of Meal Plate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.5/19/2020 .y -Builders FirstSource _ -Page Component Division u Delivery- Information ® 1 Delivery Package Checklist: General Information: Thank you for selecting 1. Information Page D1. ❑ _.............._..._....--........__................_._... ..........._._._._................_._........_.....-- BFS to be your truss and components supplier. 2. Delivery Sheet These components-.have been designed for your - -- -_.___..__._..___ _�_._.__...._._._._._.__._.. specific project Enclosed in this package are -.3:_Truss Drawings/Seals: - __ ❑ .._... some or all of the items listed to the right. Reading 4. Truss Placement Layout ❑ and understanding these items are important to 5. Beam Sheets/Seals If Required: ❑ help insure a successful project. Please read all of 6. BCSI -B1 Installation Bracing: ❑ the enclosed materials prior to setting your 7. BCSI -B11 Fall Protection. ❑ .__......._.------___..___.__.�__.__._. ._...__.___.._._....__. components.. Contact your BFS Representative if _8. ,n,B Long Span-For Trusses> 60' ❑ ................•---...-----.._... you have questions or need further information. 9. Details--Piggy Back&Gable Bracing -❑ 10. TTB-Partition.Separation Prevention ❑ Notes: 1. Builders FirstSource's(BFS)sole responsibility is to design trusses and components to the dimensions and design criteria provided to BFS by the customer. The design of the remaining portions.of the building is the responsibility of the building designer,engineer of record,or-the customer/contractor in the absence of a design professional. 2. The design and specification of the permanent and temporary bracing is the-responsibility of the building designer-per TPIA as referenced in the building code. The bracing documents we provide are the minimum standards that are to be verified or enhanced by others as needed for the specific project . 3. All wood component products supplied by BFS shall be used in dry service applications(Moisture Content<19%)U.N.O. 4. Multi-ply girder trusses are to be attached together per the nail or bolt schedule on the-specific truss drawing. 5. The building designer,engineer of record,or customer shall resolve any issues or connections between-trusses and other structural members not provided or specified by BFS when needed. 6. Truss placement Plans and Truss Drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until Paid in Full. 7. Install Trusses per the BFS Placement Plan,Industry Standards,and Code Requirements. Install Recommended Floor Truss Strongbacks @ IY O.C.DO NOT INSTALL TRUSSES UPSIDE DOWN:Avoid conflicts-with plumbing&other trades. 8. Truss Drawings indicate standard loads and added loads in the load cases section: Do not apply structural loads to any truss if that load is not shown on the truss drawing. Verify stick framed roof loads-transfer where allowed&designed for. Erection and Bracing: The customer accepts full responsibility for-tTe erection and-bracing of these components-and shall supervise any subcontractor or other party that is carrying out this work. Me have included industry standard erection,temporary bracing,and fall protection guidelines as-a-minimum.guideline. However,the customer or general contractor must insure that these minimum guidelines are met as well as any additional'specifications by the project - architect f engineer. Clearly,you must provide temporary-bracing,as shown in B1-to_avoid erection failures and the resulting potential-financial loss or injury.'° 2 t/2"LONG 2X4 BLOCKS DO-NOT COUNT AS BRACES** Stability: Until the building is completely built and sheathed-in accordance to the project plans by the building-designer./ engineer of record and meeting all code and local requirements,it.may be unstable and present a safety hazards.unless -properly braced. The builder/framer shall-build and property brace the structure-by floor—do-not build additional stories of construction on a-poorly braced structure below. Instability may increase--with building--dimensions-particularly height Winds: Building's under construction may be vulnerable to high wands. The builder and framer.shall consider all weather ; conditions including the potential for winds when deciding to set trusses. tf_high winds are-expected,truss erection should be postponed or a consulting engineer should specifty.additional temporary bracing required to meet the possible _ conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS Sales Representative immediately. The represehtative will determine the nature of the issue and help facilitate Ws remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable,install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS Manufacturing Representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any _ error,problem,or defect prior to or during setting of the components. In the event of a charge back,an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue. This authorization number must accompany any charge back-to BFS to be valid. s , I ROOF TRUSS NOTES: FLOOR TRUSS NOTES: - DO NOT CUT,DRILL,NOTCH,OR OTHERWISE DAMAGE DO NOT CUT,DRILL,NOTCH,OR OTHERWISE DAMAGE TRUSSES. Contact your BFS Representative for assistance TRUSSES. Contact your BFS Representative for assistance PRIOR TO modifying arty thus.Espanol-(NO CORTE; PRIOR TO modifying any trussEspanol-(NO-CORTF PERFORE,HAGA MUESCAS O DANE DE CUALQUIER PERFORM RAGA MUESCAS O DANE DE CUALQUIER OTRA MANERA LAS TRUSSES(CERCHAS DE-MADERA). OTRA MANERA LAS TRUSSES(CERCHAS DE MADERA). Contacts a su represenlante de BFS pare asistencla Contacts a su representante de BFS pare asistancia - ANTES de reafzer cualquier modrTiration.) ANTES do reatfzer cualquler mouescation) 1.This Thus Placement Diagram is Intended to serve as a 1.This Truss Placement Diagram Is intendecl to serve as a guide for truss installation.This Diagram has been prepared guide for truss Installation.This Diagram has been prepared by a Truss Technician and Is not an engineered drawing.I by a Thus Technician and Is not an engineered drawing. 2.The-responsibililies of the Owner,Building Designer, I 2.The responsibilities of the Owner,Building'-Designer, Contractor,Truss Designer,and Truss Manufacturer shall be Contractor,Truss-Designer,and Truss Manufacturer shall te- as defined by the TPI 1 National Standard. as defined by the TPI 1 National Standard. 3. The wood components shown an this diagram are to be 3.The wood components shown on this diagram are to be used in dry service(moisture content<19%)and non-toxic used in-dry service(moisture-content<19%)and-non-toxic environmental applications.The metal plates and hangers environmental applications The metal plates and hangers are galvanized to the G60 Standard-unless noted otherwise. are galvanized to the G60 Standard unless noted otherwise. 4. Refer to the Thus Design Drawings for specific 4. Refer to the Truss Design Drawings for specific information about each individual truss design. information about each Individual truss design. 5.The Thus Technician shall provide Truss-to-Truss 3.The Truss Technician shall provide Truss-to-Truss Connection Requirements.Any special or other connection Connection Requirements Any special or other connection shall be the responsibility of the Building Designer. shag be the responsibility of the Bulling Designer. 6.The Thus Placement Diagram and Truss Design I 6.The Truss Placement Diagram and Truss Design Drawings are the property of Builders FlrstSource and may Drawings are the property of Builders FlrstSource and may not be reused or reproduced in part or In total under any not be reused or reproduced in part or in total under any circumstances without prior written authorization. I circumstances without prior written authorization. 7. In some cases,field-framing may be required to achieve 7. Floor Trusses have been spaced as specified In the plans Construction finafappearance shown on theConstruction Docum". or as directed by the contractor I customer. BFS 8. Field-framing,.inciuding valley ratters,installed over roof recommends that-the contractor I customer consider trusses shall have a knee brace from the rafterto the truss economics,floor performance,floor coverings,and -top chord at intervals of 48'on center(O.C.)or.less I accessibility when selecting the floortruss spacing. - Stagger knee braces from adjacent rafters such that the load 8. Inflexible floor coverings,such as ceramicZe,require Is distributed uniformly over multiple torus locations and not careful consideration and planning by the contractor.The concentrated at one-location or along one truss. i contractor shall select and use an approved floor covering 9.Truss Top Chords shag be-fully sheathed or have lateral assembly for the chosen floorcovering and floortuss bracing(purtins)spaced at 24'O.C.or less.Truss Bottom spacing used In the project. Ceramic tle assemblies are Chord Bracing shall not exceed the maximann shown on the shown In the TCNA Handbook for Ceramic,Glass,and Truss Design Drawing. Feld framed bottom chord floor o'r Stone Installation. Builders FlrstSource Is not responsible ` ceiling attachments shag be spaced at V4 D.C.or less for floor covering related Issues Proper Bracing prevents budding of individual truss i 9.The builder I owner is to inform Builders FrstSource of members due to design loads any additional loads placed on floor trusses,such as loads 10.This Placement Diagram is based upon the supporting from structural members,heavy granite island courdertops, structure being'structurally adequate,dimensionally coned, fireplace surrounds,eta If we do not note these additional square,plumb,and level to adequately support the trusses, loads on the placement diagram or truss design drawings, The foundation design,structural member sizing,load I then they have not been added transfer,bearing-concHons,and the structure's compliance 10.This Placement Diagram may show approximate with the applicable building code are the responsibility of the plumbing drop locations with a corresponding truss layout Owner,Building Designer,and Contractor. I With or without this information,the contractor shall Insure 11. If Piggyback Trusses are Included In this project,refer to that the Installer verifies all plumbing locations and installs the Mitek Piggyback Connection Detail applicable for the the trusses to avoid Interference. Consider al-plumbing project details and wind load category. such as-tolets,tub drain and overflow,showers,etc.The 12.The Contractor shall follow the SBCA TTB Partition contractor shag also plan for other potential utility conflicts. Separation Prevention and Solutions for truss attachment th 11. Floor Truss Spacing may be altered to avoid plumbing non4oad beading walls and carefully complete these details Interference. Avoid overloading-smale trusses due to tress in avoid gypsum wall board related Issues spacing shifts. Do not exceed the allowable-span rating of WARNING: 12. subfloor-sheathing used. 12. Floor Trusses shall be fully-sheathed on the top chord.TRUSSES MUST BE BRACED DURING INSTALLATION. The builder shall select structural sheathing thatmeets the _ FAXURE TO DO SO MAY RESULT IN INJURY OR DEATH. truss spacing requirement as well as the desired long term Espanol-(TRUSSES(CERCHAS)DFBERAN TENER UN performance characteristics for-the specific-assembly. SOPORTE DURANTE LA INSTALACON. NO HACERLO 13. Strongbacks are etther.recummended or required as PODRIA RESULTAR EN LESIONES 0 MUERTE) shown an the Truss Design Drawings BFS recommends 1.Trusses shall-be installed In a safe manner meeting all .Installing strongbacks-for all floor trussesto improve floor code,local,OSHA,TPI,and BCSI Specifications Failure to performance and allow load sharing between tmuses. -follow these specifications may result in injury or death 1 14.This Placement Diagram Is based upon the supporting 2. Buildings under construction are vulnerable to high winds structure being structurally adequate,dimensionally,cortex and present a possf i e safety hazard.The Contractor Is square,plumb,and level to ad responsible for recognizingadverse weather conditions and P rag m n-support the trusses rasp The foundation design,structural member siting,load shag take appropriate action to prevent injury or death. transfer,bearing conditions,and the structure's compliance 3.'BCSI INSTRUCTIONS SHALL BE FOLLOWED: with the applicable building code are the responsibility of the BCSi-B1=Safe Truss Handling and Installation ; Owner,Building Designer,and Contractor. BCSi-B2=Installation and Temporary Restraint - BCSAB3=Permanent Restraint WARNING: BCSF34=Safe Construction fading TRUSSES MUST BE BRACED DURING INSTALLATION. BCSI-B5=Thus Damage and Modification Guidelines FAILURE TO DO SO MAY RESULT IN INJURY OR DEATH. BCSI-87=Floor Truss Installation Espanol-(TRUSSES(CERCHAS)DEBERAN TENER UN BCS!-B8=Toe-NaledConnections SOPORTEDURANTELAiNSTALACION. NOHACERLO BCSPB9=Multi-Ply Girder PODRIA RESULTAR EN LESIONES O MUERTE) BCSI-610=Post Frame Truss Installation I 1.Trusses shall be Installed in a safe manner meeting all BCSI-811=Fall Protection code,local,OSHA,TPI,and BCSI Specifications Failure to 4. Follow TPI Requirements for Long Span Trusses(>60'). follow these specifications may result in injury or death 2- Floor Trusses shall be temporarily restrained during installation. DO NOT WALK ON UNRESTRAINED FLOOR TRUSSES. Unrestrained floortnuses may suddenly collapse or rag over and may cause injury or death. 3.BCSI INSTRUCTIONS SHALL BE FOLLOWED: BCSI-B7=Floor Truss Installation r A S and E, Inc. Florida Texas 24710 State Road 54 23010 Life Harbor-Way Lutz Podda 33559 Katy,Texas 77494 1-813-948-2812 "FAX:1-813-949-2016 1281-347-6007 FA7C 1-281-347-8008 Florida engmeeringiicmw Cr17882 Term•engineraing license F-9500 EMai1: ofce@asande.rom Designers and engineers since 1965 - July 9,2014 ; Stephen-Santos Builders Tirst Source 1602 Iudustcial Park Blvd. Plant City,FL 33566 Reference;Web Bracing option in conjmction with our sealed designs. lx4 Construction Grade Spruce-Pine-Fir,or better,bracing material is adequate for use-as a continuous lateral.brace( 1C�B)in order to reduce-the effective length of mdmduai tmss web members. The overall stability of the tniss systems is the responsibility of the building designer. lx4 Constriction Grade Spruce-Pine-Fir,or better,"T"brace or one scab brace(same size and grade as web,attached with 1 Od nails at 4"o.c.staggered)-may be substituted for a single CLB. One 2x4(or larger)Construction Grade Spruce-Pine-Fir,or better,"T"brace or two scab braces,one per face(same staggered)may be substituted when two,CLB's are specified_ The "T'braces are to be nailed.to the fiat edge(1 Y2' Dimension)of the web member witii.l Od common nails,spaced 4"o.c.. The"T""brace and scab brace must be amp: m- im length of 90%of the web length. The use of borate treated lumber will be acceptable iri the vented attic under thy._conditions. The borate treatment will enhance the lmnbees capability to resist attacking organisms. Followmanufacture s instruction on handling,storage and installation-of the borate-treated I lumber. Please-contact me�if'I can be of further assistance. Sincerely, ��� g/ s e . Robert Wall % a, a. Lo�Sll•°• FL 46021 STANDARD PIGGYBACK ST-PIGGY-7-1 TRUSS CONNECTION DETAIL _ MiTek USA,Ina MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET � MAX TRUSS SPACING=24'O.O.C. 0 0o CATEGORY II BUILDING oo EXPOSURE 8 or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131-X 3.5'TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS A74EACH BASE TRUSS JOINT AND A MAXIMUM 24'O.C. - UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH(2)0.131`X3-T NAILS EACH. D-2 X_X 4'-0--SCAB,S17E AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131-X'a-NAILS @ 4'O.C. SCAB MAY BE OMITTED-PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER-INTERSECTION AT LEAST 1 FT.IN BOTH Li r_1 DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 17OMPH WITH A MAXIMUM PIGGYBACK SPAN OF 12'1t E-FOR WIND SPEEDS BETWEEN 126 AND 17OMPH,ATTACH MITEK 3X8 20 GA Nall-On PLATES TO EACH FACE OF TRUSSES AT C 72-D.C..W](4)0.131-X 1.5-PER MEMBER STAGGER NAILS FROM OPPOSING FACES.ENSURE D.5'EDGE DISTANCE (MIN.2 PAIRS OF PLATES-REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING-OF PIGGYBACK TRUSS TO PURLINS WITH Nall-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSSTOP CHORD AT-SPECIFIED SPACING SHOWN ON BASE TRUSS MITB(DESIGN DRAWING. I I SCAB CONNECTION PER NOTE D ABOVE l This sheet Is provided as a Piggyback connection _ FOR ALL WIND SPEEDS,ATTACH MITEK.3Y.6 20-GA Nail-On PLATES TO_ detail only.Building Designer is responsible for all EACH-FACE OF TRUSSES AT 48_O.C.WI--(4)0.131-X_1_5'PER MEMBER. permanent bracing per standard-engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5'EDGE DISTANCE refer to-BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB eJ.TEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORD TO CAP TRUSS REQUIRING AIVERTICAL WEB: OF-PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL N �Y ' 2) ATTACH 2 x x 4'-0'SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131 X 3').NAILS :!�{kr��� SPACED 4'O.C.FROM EACH-FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) .:•'. �' kAft `. - (MINIMUM 2X4)\T 3) THIS CONNECTION IS ONLY VAUD FOR A MAXIMUM CONCENTRATED LOAD OF4000 LBS(@1.15) REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS BtA8ew, .a: �. GREATER THAN 4000 LBS 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS t' `��G NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH i �. D 5)THE PIGGYBACK CONCENTRATEDAN AD MUSTHE E TRUSS DESIGN.BOTH BASE TRUSS. :•%'f '}.,eF �� ; Robert Wall _ - .• Nov 23 2015 9:04 AM r, _. - Gitzn STANDAR-D.PiGxCYBAC.K ST-PIGGY--ALT FEBRUARY 25,20.15 TRUSS CONNECTION DETAIL _ �• 7-10 ... _ Idfii-ekUSA,IndL 41 j 4FR78MUMIND$PEED 4 AEri TA(JOTFS D AND OR E�r'�7�j MNC MEAN ROOFH9 HT=3a;F.Ee' . ��I_. L TRU55_SPACINGs24.O:0«"�. gCATEGORY I BUILDING - Z DXPOStIi D i DURATION•OFlOAD INORFA$E:IM. M*0{C USA,Inc. DETAILIS N0T•ARPUCAF3L 9T.QFiTM=ES 13ANSF ERRJGDRAG LOADS(SI EAB:T�l-`lSBES). •(SOD_ - CONSIDER106NSBY-BCIUDINa !_I:._PICZGBACKTRUSS;REFQiTOMREF TRUSS DE IGNDRAWN I.ENGINEEF3j ESIGNERARE=P�QUIB1 ¢ _ SHALL BE CONNEETM:TO.EA'pp'8y PURUK WrrR(2�)4a3'X3a^TOEtNAa$L �:• .. — F3-BASE 7iUSS FLEFEfUTA1JIfrHETBLTSSDESIGNDRAWING.; '0-PURLINS APEACli 4ASE TRUS&ODI'TTAND A•NMNWU4-2t0.0. - UNEESS SPECIFY CLOSER ON-MITEKTAUSS D ING. CONAECTO BASE7i R 'Xr i'��— •. . D-2 X;,X 4-TWAB,SRFLD MATCH TOP-CHORD OF PIGGYBACK TF(i.ps,'MN GaAotrM ATTACHED YO bNEFACF.CENTEAED ON lWMRSECTIQKWJTH(Z).¢fOWSOF(.131'X3`NAIL6..44-6-C, -.I-,'' •-: SCAB MAYZ9'614r-TFD.PROVIDED�ETOP•CHORD SMEA7JWM 15.CdhfTjNUOlL7S'ONE'RW ECTON'ATLEAST;F7;INBDTFI• TICIRSAND _ _ f:WND'%P•EEDOF11SMPFlMLMSF ORANYPIGGYF3ACKSPANtOFt N —_l -- — 22,W1ND SpEER OP•116 MPR,M ISD.MPH WITH i{MA)CML)ryl ... ', .. •• '..' PIGC=,YBACKS �:PANOF-SPAN ,S j F. ; E,''POR WIND SPED IN.T89 FlMM126 MPH-160 MPH*; - ADD 9'I9••�:i12•.1}'LXwoDt7(oT7/I6'ose)GussET EACHSIDEAY43!b:O:ORLESSAYTACHWTIS•I r• 77 'r,. S-6d(Q:113'X 2')NAILS tNTO'IFACH-CHORD F3iOM - ''A• -' -EACH SID!*(TOTAL-42 NAILS)' -WHEN NO GAP IIEIWEjN PIGGYBACK AND-BASET..,USS EXISTS - - REPLACETOE,NA .NC-AF'PIGGYRACK i TRUSS TO PURIINS Wn ftyv ll - GUSSETS AS sHDWN,Am INSTALL•P.LIF mmis.T0 BOTTOM EDGEbF SASE." .TRUSS'3'OP CHORD AT SPFcif+lE'D spAcING S}ioWN OR BASE' VWSS Ma'EK DESIGN DRAWING < SCAB CONNECTION-PER NOTED AEOVE , r' Phis sb LsRrpvided as a Piggyback ConnecdoFL-. T x T'I iZ PLYWOOD(or 7116'OSB))GUSSEiEP CH SIDE AT 24"O.C. d._tall onI) Biiildin�Desgner is i*onsmlt-for all ATTAQ)i.W 1TH 3-Bd(0.11T)S2')t WLS INTO FACH CHORD permanent bracngper standard engim�ring practices or - iDNfEACHSIDE(TOTAL=?tgT 7etC ; referto B4SI fpr aaial en -guidance on iaterzl rrstraalC and diagonal bracarig regLfnmen)s, VF3 EKD7`WbB TO 7(TE E NDTHR000H :FOR LARGE CONCENTRATED-LOADS APPLIED - BOTTOM CHORD TO CAP TRUSS REQUIRIPIGAVERTICAL WF,t3: f•,_ =��y ., OFPIGGYA% .#-vFRTF.GAL'1Y88SQF'awyBAOKANDBASETEUiSS MUSTMAT- WFa1 GRADE ANDMUSMUNBUR' AS SHOWN DETAIL 2) c ATTAcH.2 x•• X 4'D SG-AB TO EACH FACE OF _ 'tIJUSS ASSEMBLY WJTH•2 BDLN,SOP10d(0.131'X S7 NAILS SPACED 4'O.CLF:ROM EACH FACE (SI2EAND GRADETO MATCH N. VERT CAL WF9S OFPIGC.Y ACKAND AASI=TRUSSa f 3 ij MINIMUM aE : US NN2C0NIS'ONLYVAUDFORAMA)QMUM cCdNCH7AATtDIOAD OF#=L13S(af15). REVEW BYAQUALF9EmmNEER:fSAQUIv.FOR •'r ? � i. :s _ LOADS. • ' GRFJITEATtiRN40D0 L85 . . ', STATE OF ;Q MR PIGGYQPCK7RUSSES CARRYING GIRDER LOADS, AIliN1BEFi'OF PLYS OF P1GGIBACKTFtUSSTD MATCiJ BASETRl1SS. '•. P., • % 57 COryCEtFTRATED LOAD MU9BEAPMEDTOBOTH �1�0/C` `• ORID�A••����� THEPIGGYBACKAND THE BASE TRUSS DESIGN �f•��1. �} ��- 'Robert Wail,RE,F-l.Reg.. ii�s�' A•S and F.Ir CA 7882 I � 1 WEB BRACING RECOMMENDATIONS ST-WEBBRACE DO ® MTek USA,Inc. Pagel of 1 MAXIMUM TRUSS WEB FORCE Obs.)(See note 7) - �� BRACE 24"O.C. 48"O.C. 72'O.C. BAY SIZE i L BRACING MATERIAL TYPE BRACING MATERIALTYPE BRACING MATERIALTYPE_ M(Tek USA,Inc. -A B C D A 11 1 C D C D ,. rf e•t ti,:v 'c'.a',�ti'^.+: .c...C. ,?�' ';�L;�`.;�c a..z__a..-,r,. ?w%r,3i 10'-0' 1610 1liBS 1686 2829 •, r;.r,✓< �1 4-.._ •�,,- c• �-:,*- -SbK r+.�' �t;iy-,tea •r.=f'-..f, .:•:�s;:=�`'. G Or r. 12-0' 1342 1572 1572 2358 s rii"%+t'~ 3143• • 3143 4715 4715 7074- 1401 1150 1347 1347 2021 `x`c'����t�i �4.s r1� s�r�.l�rti;rT -cr r i , 3%=Ft.1h. . �c..+•`''� �:,�:1AxJ,: 161-13' 1006 1179 1179 1768 ,�•s��- 2358 2358 3536 T ;�'��'�,�-"-fir.=�?; �•: ti,,.: ,'-�,=tc� F.s•=�-.:ran 18'-0' 894 104E 1D48 1572 ?, .vs�yuh,qj ;z_. <� 3143 4716 'ram•-. • ;2D'-0' SDS 943 943 _ 1414 �_ 1BB6 1Bar, 'Bay size shall be measured In between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DMONALBRACING B REOUR®ZOTRANSFERTHECurwLATIVELATEnALBRAfEFOxCEWM'ne ROOFANC'DR CEILING DIAPHRAGM,THEDUPHRAGM ISTOBEDESONED BYA QUALWED - PAOFESSONAL TX 4 N"SSP. L 711E_5E CALBUTATICNS AHEBA.SM ON LATERALBRAOE CARRNNG 2%OFTHE WEB FDRCE A -0R- S D14GONALBRAOML%7BALLL RAD MUSTBESUMSMANDGEORBETTE RAC R,ASMELATEMBE - -AV,TER A,-AND SIiALLBEB$TALLED N SUCH A►1ANWRTHA7 IT INTERSECTS WEB MEAt8FR5 1 X 4#2SR5(DF,HR SPF) ATAPPROX 45 DEGREES ANDSHALLBE 94LED ATEACH END AND EACH IMEEAAEDIATETgUSB WRHzad 11131W.Sl FOR U4 BRACES,2-10d(L131231 FOR 213"M W BRACES.AND 3-10d(L131-,q FOR 2A BRACES 4 CDNNWrLAER MVCETDEACHTRUSSWRH2-Bd(ILIM 1S'(NMSFDR1a4LATERALBRACE• 2-10d(LIMWI NABS F'OR8a"214 LATERALBR4CES,AND3-10d(D.131WI FORMS WERALSBACES. ' B 2X 3$3,STD,CONST(SPF,DF,HF,OR SP) S.LATEULLBRACESHOULD BECDNTANOUS AND SHOULD OVERLAP AT LEAST ONETRUSS SPACE FOR CONTINUITY. _ 4 FOR A9omoNALGUIDANDEREGARDNG DESIGN AND NSTALLATON OF BFWCLNC,CONSULT C 2 X 4 M STD.CONST(SPF,TDF.HF,OR SP) GULO TO�DPRABCTMFOR HA¢muNG,INSTAATO ALL.LNING�w CING O POODTRUSSES LATE CONNECTED ' WOOOTPAMSEB,ao'NTLYPRODUCED BY WOODTRUSS CDIMLOF AMSLCA-dTRU55 MATE NSRnlTE vxws4d�Aus41u"m ondwxw.�hstnm D 2 X 6 M3 OR BETTER(SPF,DF,HF,OR SP) 7.RER3i70 SPEFCTRUSS DESIGN 13RAWNG FDR WEB MB ME7 FORCE L TABULATED VALUES AREBASED ONADOL.I.15 FOR STABILIZERS: i FOR A SPACING OF 24'O.Q.ONLY,UBTEK'STAERV ER'TAUSS SRACNM SYST WS CAN BE SUSUnTU ED FORTYPEA.S,C MID 0 BRACING VATERML OVLGONALBRACNG FOR STABILIME LS ARETDBE PROVIDED AT BAY SM INDIC4TED ABOVE WHERE DIAPHRAGM BRACING IS REOURIED AT PITCH BREMM,STABLEUMS MAY BE REPLACED WIHWODD BIOCIM(L SI'SFABB�EL' TRuss SPACNG IRS'TALSA1104 GUIDE AND PRODUCT SPLCIWCATION. DIAGONAL BRACE CONDNUDUS LAT>:AAL _I RESTRAINT _ 2-1 Dd NAILS (SEE NOTE 4) i I � No.46021 p 1 TRUSS WEBMEMBERS �q 'STATE OF This information Is provided BR" Doommendadon to essistln the 0�A,,�� P �.�4V'\� requirement for permanant bTaring-of the individual truss web //\ ORiD_,•�\ \\ members.Addrdonal bracing may sd0 be requlred for the stability /1syA of the overall root system_The method Shown here is just one J method that Can be used to provide stabi(ty against web buckling. All trusses must be in-an un-def lected state,No loading or braced to no deflection.If conditions change from above notify truss manufacturer.bo not damage existing plates unless otherwise noted Robert Wall,PE 46021 AS and E,Inc CA 78132 T-BRACE/ I-BRACE DETAIL ST-T-BRACE MTek USA,Inc- Page 1 of 1 . Note:T-Bracing/I-Bracing to be used when continuous lateral bracing oa is impractical.T-Brace/I-Brace must cover 90%of web length. allote:This detail NOT to be used to convert T-Brace/I-Brace MiTek LSA,Inc- webs to continuous lateral braced webs. Nailing Pattern Brace Size T Brace size- Nail Size Nail Spacing for One-Ply Truss 1x4 or 1x6 10d 8-o.c. 2x4xur 2x6 or 2x8 16d 8"o.c. Specified Continuous Rows of Lateral Bracing Note:Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 i x4(*)T-Brace i x4(*) I-Brace 2x6 1 x6(*)T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k ; k' Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB 2x6 2x6 T-Brace 2x6[-Brace -A 2x8 2x8 T-Brace 2x8 I-Brace k T-BRACE - Robert WaU �'. Nov 23 2015 9:02.AM * ` Nails Section Detail r. \ T-Brace �► •-tiiQt cat►-�!i'�' Web b/�V�+ll/ 1 �+L-' Nails T-Brace/I-Brace must be same species and grade(or better)as web member. (*)NOTE:If SP webs are used in the truss,1x4 or ix6 SP braces must be stress Web -Brace rated boards with design values that are equal to(or better)the truss web design values. For SP truss lumber grades up to#2 with 1X bracing material,use IND 45 for T-Brace/I-Brace Nails For SP truss lumber grades up to#1 with 1)C bracing material,use IND 55 for T-Brace/I Brace I I ` I L-BRACE DETAIL ST- L-BRACE C]O ® Wek USA,Inc. Page 1 of 1 aVaaa � . a�a MTek USA,Ina l Nailing Pattern Note:L-Bracing to-be.used-when continuous L-Brace size Nall Size Nail Spacing lateral bracing is impractical.L-brace _ 1 x4 or e - 10d 8"o_c. must cover 90'/6 of web length. 2x4,6,or 8 16d B"o.a Note:Nall along entire length of L-Brace L-Brace Size (On Two-PVp Nail to Both-Plies) for One-Ply Truss I Specified Continuous ; Rows of Lateral Bracing WebLSize 1 2 Hails 2x3 or 2x4 1 x4 } 2x6 1 xe 2x8 2x8 DIRECT SUBSTITUTION NOTAPLICABLE. SPACING k , fi WEB L-Brace Size for Two-Ply Truss L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 li 2x% -2x6 •« I -2x8- 2x8 DiRECT-suBSTfTU*aNOT APllCABIE Nails Section Detail ! 0 %VuIl11N� ������� � �1t E L-Brace l INN f IN Web 46021 STATE OF. - ,'"LORI I s' L-Brace must be same species grade(or better)as;web member. ftJ�TV-1 15 I All trusses must be in an un-deflected state.No loading o,braced to no deflection.If conditions change from above notify truss manufacturer.Do not- damage existing plates unless otherwise noted- Robert Wall,PE 46OZ1 AS and E,Inc CA 7882 I ' -:'�SCA$�BRACE DETAIL ST-SCAB-BRACE C]O Q IJFPek USA,Inca Page 1 of 1 Note:Scab-Bracing to be used when continuous lateral bracing at-midpoint•(orT-Brace)is :impractical. - Scab-must-cover-full length of web+/- MiTek USA,Inc. - - - - :"`•"THIS DETAIL•IS'NOTAPL'ICABLEWHEN BRACING IS''°"" :.-'REQUIRED AT 173 POINTS OR I-BRACE•IS'SPECIFIED. - APPLY 2x SCAB TO ONE--FACE OF WEB WITH _ 2 ROWS 6F710d 13"X 0.131")NAILS'•SPACED 6°O.C. -SCAB MUStBE:CHE SAME GRADE,SIZE AND - SPECIES(OR-SE17ER)-ASTHE WEB. , MAXIMUM WEB AXIAL FORCE=2500 Ibs MAXIMUM WEB LENGTH=I Z-0" SCAB BRACE - .2X4 MINIMUM WEB SIZE MINIMUM WEB-GRADE OF#3 Nails Section Detail scab Brace �t 1�1U1!/j��fj' Web ��: /f Scab-Brace.must be same species grade(or.better)'as-web.membdr. �I No.46021 r�d STATE OF All trusses-must be in an un-deflected state No londing or braced to no deflection.If conditions change from above notify truss manufacturer.bo not damage existing plates unless otherwise noted. Robert Wall,PE 46021 AS and E,Inc CA 7892 i TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 n�0 ® Mirek USA,Inc. Page 1 of 1 1 J�� GENERAL SPECIFICATIONS 15 O OD O�O 1.NAIL SIZE=3°X 0.131'=10d 2.WOOD SCREW=4.5'WS45 USP OR EQUILIVANT S.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24'O.C.MAXIMUM)AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE - INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48.O.C. r---1, -- I---Ir--1I---Ir--_fi--i—rr-- --�,--- 4 4 n n u u u n II I 4 4 u 1 h n n u u n n Ij Ij 11 11 li li I 1 II II � 1 1 '1 II jl I jl ' 'I BASETRUSSES VALLEY TRUSS TYPICAL -I VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS I SEE DETAIL A BELOW(fYP.) ' SECURE VALLEY TRUSS W/.ONE ROW OF 10d NAILS 6'O.C. i WIND DESIGN PER ASCE 7-98,ASCE 7=02,ASCE 7-W 146 MPH WIND DESIGN PER ASCE 7-10 170 MPH MAX-MEAN ROOF HEIGHT=30 FEET_ ROOF PITCH=-MIN1A UM 3/12 MAXIMUM 6/1-2- CATEGORY 11 BUILDING ATTACH 2x4 CONTINUOUS NO.2 SYP EXPOSURE C TO THE r'�OOF W/TWO USP'WS43(1/4'X 4.5°) WIND DURATION OF LOAD INCREASE:1.E0— WOOD SCREWS INTO EACH BASE TRUSS. MAX TOP CHORD TOTAL LOAD= PSF MAX SPACING=.24'_O:C:(BASE AND VAD VALLESQ- MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES Ix N. �1.5'Max l—E "r rt/lllilt� ( Robert wall Nov 29 2015 9.03 AM I r TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 MiTek USA,Ina Page 1 of 1 GENERAL SPECIFICATIONS �00 - �O 1.NAIL SIZE=-3"X 0.131"=10d lul 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER-DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 - 7.VALLEY STUD SPACING NOT TO EXCEED 4B"O.C. _rr__II___Y------ it 1 I I If II II II II 11 1 1 I I 11 11 .11- II II II 11 11 �I II 11 II II II II II Ij Ij Ij Ij II II 11 II 11 it I I 'll- II II It 1 -..II ii II II II I� I jl - II. II II 11 II 1 1 II II II 11 ' BASE TRUSSES II VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH W/ONE ROW OF 10d WIND-DESIGN PER7+SCE 7-10 170 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30-FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 - ATTACH 2x4 CONTINUOUS NO.2_SYP CATEGORY II BUILDING, TO THE ROOFWr.r_W_O USP WS3(1/4—M EXPOSURE C WOOD SCREWS-INTO EACH BASE TRUSS. WIND-DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES t +Y�:'ll��� E• 411. DETAIL A `'� (NO SHEATHING) N.T.S. jltlllSt� Robert Wall In- ` mgm Standard Gable End Detaff ST-GE170-SP �0 ® MiTek USA,Inc. Page 1 L J�� Typical 2x4, W/1 ad Nailed To 2x4 Verticals W/10d Nails,6"o.c. Vertical Stud + 0 0o I _ Vertical Stud 4 -16d NailsPNailedTo2x4Verficals 2XG SP OR SPF No.z O DIAGONAL BRACE Mi-rek USA,Inc. sd Nails SECTION 13 B Spac ed 6"o.oDIAGONAL BRACE-"'O.C.MAX (2)-10d Nails into 2x6 _ 2X6 SP OR SPF No.2TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. cal-Horizontal Brace 12 )-10d Nails i SECTION A-A �X,SP OR SPF No.2 Q Varies to Common Truss SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-lad NAILS AT EACH END. *�Y ATTACH DIAGONAL BRACE TO BLOCKING WITH B ,B 3x4= (5)-1 ad NAILS. (4)-Bd NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK *-Diagonal Bracing ** -L-Bracing-Refer Refer to Section A-A to Section B-B NOTE: 24'Max RooUSheathin 1-.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO-BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN-IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1'-0" 716 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT (2)-10� BRACING OF ROOF SYSTEM. Mom' / ��� (2)-10d NAILS 4.'L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C.- X�/ F 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOFDIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND ATrUS Z4" O.C. 2x4 AS SHOWN WITH 16d NAILS SPACED 6'O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. / ATTACH TO VERTICAL GABLE STUDS WITH(4)1 ad NAILS THROUGH 2x4. (REFER TO SECTION-A-A) Diag. Brace 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8.-THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 points 2x6 DIAGONAL BRACE SPACED- a. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed / 46'O.C.ATTACHED TO VERTICAL WITH TYPE TRUSSES. (4)-16d NAILS, AND ATTACHED TO Ia.1 Od AND 16d NAILS ARE OA 31"X3.0"AND 0.131'X3.5"COMMON WIRE NAILS RESPECTIVELY. BLOCKING WITH(5)-10d NAILS. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE-06-01-12 BY SPIB/ALSC. , Minimum DIAGONAL 2 DIAGONAL End W3(I HORIZONTAL BRACE Stud Without 2x4 BRAES AT (SEE SECTION A-A). Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length LL Robert waU 2x4 SP No.3/Stud 12"O.C. 4-0-1 6-2-9 B-0-1 12-0-2 Nov 23 2015 9:02 AIVI.. 2x4 SP No.3/Stud 16'O.C. 3-7-10 5-4-9 7-3-5 -1-0-10-15 2x4SP No.3/'Stud 24'O.C. 3-0-3 4-4-11 6-0-6 9-0-9 �1;Qa: Ji n 2x4 SP No.2 112 O.C. 4-2-9 5-2-9 B-2-5 2x4 SP No.2 16"O.C. 3-9-15 5-4-2 7-7-14 11-5-14 2x4 SP No.2 24'O.C. 1 3-4-2 4-4-11 6-8-5 10-0-7 • " i�• Diagonal braces over 6'-3"require a 2x4 T-Brace attached to •�.1}:e� •- • •�� •.� one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge �S of diagonal brace with 10d nails On D.C.,with Sin minimum ` end distance. Brace must cover 90%of diagonal length. s ,&,A 1 T or I braces must be 2x4 SPF No.2 or SP No.2. f� +...r.�•1 MAX MEAN ROOF HEIGHT=30 FEET i EfJjr, 4 ?g`�ti EXPOSURE B or C ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. i Standard Gable End Detail ST-GE170-D-SP MiTek USA,Inc. Page 1 =00 O Typ1caL2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails,6"o.c. Vertical Stud oo - Veltl.Ca1$tUd 2X6OR SPA No.2 DIAGONAL O AL (4)_16d Nails 9RAne MTek USA,Inc. 16d Na19 SECTION B-B Spaced 6'o.c. � LIIAGONAL""BRACE �---� (2)-1ad Nails into 2x6 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE-fOR ILLUSTRATION ONLY. \Typical Horizontal Brace Nailed To 2x4 Verticals 12 SECTION A-A w/(4)-1od Nails A Q Varies to Common Truss 2X4 SP OR SPF No.2 SEE INDIVIDUAL M1TEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-1 ad NAILS AT EACH END. *ie• ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4= (5)'-1 ad NAILS. B B (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing -L-Bracing Refer Refer to Section A-A to Section B•B NOTE: 24"Max Roof Sheathin I.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND-BOTTOM CHORDS. 2--CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND - WALL TO'BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1'-p" (2)-1„1, ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENTMax. f` BRACING OF ROOF SYSTEM. / (2)-10d NAILS 4.'L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 / OR BETTER WITH ONE ROW'OF 10d NAILS SPACED 6"-O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT V-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A /TrUS S 24" O.C. 2x4 AS SHOWN WITH 16d NAILS SPACED 6'O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)1ad NAILS THROUGH 2x4. -(REFER TO SECTION A-A) Diag. Brace 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 1_/240. at 1/3 Points 2x6 DIAGONAL BRACE SPACED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed / 48"O.C.ATTACHED TO VERTICAL WITH 9.-DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 7YPE TRUSSES• BLOCKING WITH(5)-ad NAILS.AND ATTACHED TO ID:10d AND 16d NAILS ARE 0.131'X3.D"AND 0.131'X3.5'COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE-LUMBER DESIGN VALUES ARE THOSE EFFECT.IVE•06-01-12 BY-SP.IBfALSC. 2 DIAGONAL End-Wall HORIZONTAL BRACE _Minimum Stu (SEE SECTION A-A) d Without 2x4 DIAGONAL BRACES AT - Stud Size Spacing Brace L-Brace BRACE t13 POINTS, Species and Grade Maximum Stud Length Ebert Wall 2x4 SP No.3/Stud 12'O.C. 3-9-7 5-8-8 6-11-1 11-4-4 G Nov 23 2015 9:04 AM 2x4 SP No.3/Stud 16'O:C. 3-4-12 4-11-15 6-9-8 10-2.3 `L'r fs 4'SFNo.31 Stud 24'O.C. 2-9-4 4-0=7 5-6-8 B-3-13l �i�! ._ 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11 7 �� �t 2x4SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-1D-5 � "p��',� 2x4 SP No.2 24'O.C. 3-1-15 4-0-7 1 6-3-14 1 9-5-14 Diagonal braces over 6-3"require a 2x4 7-Brace attached to • �_. one edge. Diagonal braces over IZ-6'require 2x4 I-braces - �7F attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 1 ad nails bin o.c.,with Sin minimum 6, end distance. Brace must cover 90%of diagonal length. '�i T or I braces must be 2x4 SPF No.2 or SP No.2. �!;rC,Qji~�.�$tiC�` EMAX XP MEAN RROOF HEIGHT=30 FEETURE fjf j t�111� ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MW FRS. 1� JANUARY 28, 2015• LATERAL TOE-NAIL-DETAIL ST-TOENAIL SP,_ �O ® MtTek USA,Inc. Page 1 of 1 NOTES: 1.TOE-NAILS SHL 13E DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE AND MUST HAVE FULL WOOD SUPPORT. ((NAIL MUST BE DRIVEN THROUGHMBER AND o coo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,IEDGE DISTANGE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE,SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. - I THIS-DETAIL APPLICABLE TO THE OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THREE END DETAILS SHOWN BELOW DIAM. I SP DF HF SPF SPF-S _ W13175.9 80.6 69.9 68.4 59.7 a5.6 74.2 72.6 631.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY .8 99.6 86.4 84 5 718 267.9 SM 57.6 50 3 SIDE VIEW 9 69.5 60.3 59.0 51 11 (2x3) S4 74 5_ 64.6 63.2 52 5 NEAR SIDE VALUES SHOWN ARE CAPACITY-PER TOE-NAIL NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.. EXAMPLE: (3y-16d NAILS(.162°diam.x 3.5')WITH SPF SPECIES BOTTOM CHORD For load duraborr increasa-of 1 15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/naiD X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) NAILS _ 311AILS 4 NA NEAR SIDE NEARSIDE NEAR SIDE NEARSIDE NEARSIDE NEAR SIDE NEAR SIDE I ANGLE MAY ANGLE MAY ANGLE MAY I VARY FROM VARY MAYROM 30°TO 60° VARY FROM 30°TO 60° 301 TO 60 45.00° I 45.000 45.001 ; r i w. �qrf�ri - Nm 46021 r �T0;, 'STAT;Op Gr\ AI March 4,_2013 LATERAL TOE-.NAIL DETAIL ST-TOENAIL L J�IJ O MiTek USA,Inc Page 1 of 1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN-AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 0o AND STARTED 1/3 THE LENGTH OF THE NAIL.EROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. (� 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA,Inc FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(lb/nail) SIDE VIEW SIDE VIEW (2x4) DIAM- SP DF HF SPF SPF-S_ 3 NAILS_ 2 NAILS p 13t 88.1 80.6 69.9 68.4 59.7 NEAR SIDE NEAR SIDE p 135 93.5 85.6 742 726 - 63.4 108.3 9 FAR SIDE -' ;n 162 118.3 3.9 91.9 - 80.2 NEAR SIDE FAR SIDE SIDEVIEN z .128= 84.1 76.9 66.7 65.3 57.0- ( 1 .131 8a.1 80.6 69.9 68.4 59.7 4 � N 148 1D6.6 97.6 847 82$ 723 NEARSIDE m FAR SIDE M .120 73.9 67.6 58.7 57.4 50.1 NEAR SIDE O .128- 84.1 76.9- 66.7 653 57.0 o .131 88.1 80.6 69.9 68.4 59.7 FAR SIDE `9 .14& 106.6 97.6 84.7 82.8 72.3- VALUES SHOWN ARE-CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 0.001 EXAMPLE: (3)-16d-NAILS(A 62°diam.x 3.51 WITH SPF SPECIES-BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 91.9(lb/nail)X 1.15(DOL)=317.0 lb Maximum Capacity L U3 45 DEGREE ANGLE. BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SU2 0° SIDE VIEW SIDE VIEW 3 NAILS 4 N4 NAILSNEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE NEARSIDE NEAR SIDE VIEWS SHOW �N� . ....... ILLUSTRATION PURPOSES ONLY ���Q:'�NzR .�' � Z No.46021 � .•-� STATE OF :�Qj ���/j�]ONA i i LATERAL BRACING RECOMMENDATIONS ST-STRGBCK 00 ® MTek USA,Inc. Page 1 of 1 o TO-MI.NIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY —ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED-BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING-REQUIREMENTS FOR THE BOTTOM-CHORD OF THE TRUSS WHEN 1T IS PLACED ON TOP OF THE iBOTTOM CHORD,IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD-OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT,THE ENDS. i ATTACH TO VERTICAL INSERT WORD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131'x 3') D TO TOP CHORD (0.131"x 3-1 ( O NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131'x 3") BLOCKING BEHIND THE_ ATTACH 2x4 VERTICAL TO FACE VERTICAL W EB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD WOOD SCREWS(216'DIAM.) -- i USE METAL FRAMING IAT1 ACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR"TO ATTACH ATTACH TO VERTICAL TO BOTTO; CHORD WEB WITH(3)-1 Dd NAILS TO WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF (0.131'x X) (0.131"x 31 STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) i TRUSS 2xB 4-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS). (BY OTHERS) _ I 2•. s>�,Y:�;};�r� c T - _ r. Robert Wall. %';k �i.'.+• .�•'' •i'a-t-. •' ' - - _ u!:•�,�± '~ ;)t_ Nov 23 2015 9:03 r'� 'r51N •r :�.s:• �'k ti'. ,_`�� 4�17�� ag THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, Z. DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG ., ;#. SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS ;•: ; :: (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK K MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS ERED AND QI (TO BE USED ONLY WHEN STRONGBACK S NOT ALIGNED WITH A VERTICAL) i - STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES n+Grek usA lna Page 1 Df 1 - TOTAL NUMBER O MAXIMUM FORCE(Ibs)15%LOAD DURATION NAILS EACH SIDE J0�J0�o OF BREAK X SP- DF SPF HF INCHES 2x4 2x6 2x4 2x6 2x4 2x6 2x4 I 2x6 2x4 2x6 MiTek-USA,Inc. 2A 3D 24' 1706 '2559 1561 2342 1320 19BO 1352 2028 26 39 30" 2194 3291 2007• 3011 1697 2548 173B 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 31B7 3B- 57 42" 3169 -4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 21329 4243 2898 4347 '.DIVIDE EQUALLY.FRONT,AND.BACK�,..... _ . ,.. . .. ... .. ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS-(CENTER ON BREAK OR SPLICE)WITH 1Dd NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)-SPACED 4"O_C.AS SHOWN.(.131"dia-x 3l STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET D-2-0 O.C. SPACING IN THE MAIN MEMBER USE A MIN.D-3-D MEMBER END DISTANCE.^ THE LENGTH OF THE BREAK.(C)SHALL NOT EXCEEDI2'.(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)-X+C V ' G BREAK l •IDd NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6'MIN THE LOCATION OF THE BREAK MUST BE GREATERTHAN OR EQUALTO THE REQUIRED X QIMENSION-FROM ANY PERIMETER-BREAK OR HEEL JOINT AND A.MINIMUM-OF 6'FROM ANY INTERIOR JOINT-(SEE-SKETCH-ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES -NOTES: 0 %%IUIIfill NOT 1 SHALLME BELAY INSSPP TECTTEED MRIN SGE 7PHOAN o FOUFRT�IiEER RIEP�AI sUA�REARE4 R WH�E1JT�FiE URECISUIRED �0,`O$�RGEN'• REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. �' • V� +I�•'c 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL-POSITIONS BEFORE APPLING REPAIR 1 • �� !� ' AND HELD IN PLACE DURING APPLICATION OF REPAIR No.46021 S.THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4.WHENtWLING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID, -(y LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. -AA STATE OF S.THS REPAIR 15 TO BE USED FOR SINGLE PLY TRUSSES IN THE2x ORIENTATION ONLY. Z_O S.THIS REPAIR IS UMRID TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. / T Zo All trusses must be In an un-deflected state.No loading or braced to no deflection.If conditions change froth� rp } Manufacturer.Do not damage existing plates unless otherwise noted Robert Wall,PE 46021 AS and E,Inc CA 7862 j _ SCAB-APPIAED'OV.ERHANGS ST-R•EP13A 'TRUSS CRITERIA: Mirek usA.inc. Page 1•of 1' - LOADING: 40-10-0-10 00o DURATION FACTOR:-1.15 oo -..SPACING:24"O.C: L =F TOP CHORD_2x4.OR•2x6 PITCH:4/12-12112 M7ek USA,.Inc. _ .•':HEEL HEIGHT�'STANDARD:HEEL UP-TO 12"ENERGY HEEL END-BEARING CONDITION .NOTES: 1.'ATTACH 2x-SCAB.(MINIMUM NO2 GRADE SPF,HF,SP,DF)-TO ONE-FACE OF -TRUSS WITH TWO.ROWS OF 10d COMMON WIRENAILS(.148"DIA.x 3l SPACED 6"O.C. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3-WHEN NAILING THE.SCABS,THE USE-OF A.BACKUP WEIGHT IS RECOMMENDED TO•AVOID-LOOSENING OF THE CONNECTOR PLATES'AT THE JOINTS:OWSPLICES.• - 2x SGAAB (L). (2-0 x t) 24"MAX 24"MIN NOTE:TRUSS-BUILT WITHGIJT AN-OVERHANG. THIS-DETAIL IS-NOT TO BEUSEDWHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT \\\\ � R""W This detaiIt o be used ohly`with trusses(spars less than 40�-spaced �0Gr� ` 24_o:c:;maximum.and traving pitches between 4/12-and-12t12 and NQ 460Y1. ' �N . • total top.ohord loads not exceeding-SD psi: � .. Trusses not fitting these•ceitoda-should be examined-individualiy. .r 0 , arATE OF.. REFER TO INDIVIDUAL TRUSS'DESIGN �D,p`. <07 FOR PLATd SIZES AND LUMBER.-GRADES. I Iis, QRi�O� G;N All trusses•must be in an un-deflected state.No loading or braced to no deflection;If conditions change from above notify truss manufacturer.bo not damage existing plates unless otherwise noted. Robert Wall,PE 46021 ,AS and E,Inc CA 7882 E March 4,2013 REPLACE BROKEN OVERHANG ST-REP13B F • [�[� ® Mi rek USA,Inc. Page 1 of 1 TRUSS CRITERIA: L v J LOADING: NG: 40-10-0-10 o ao DURATION FACTOR:1.15 ; SPACING::24"O.C. h TOP CHORD:2x4 OR 2x6 PITCH:4/12-12/12 MR ek USA,Inc. HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL i END BEARING CONDITION NOTES: l 1.ATTACH 2x SCAB(MINIMUM NO.2 GRADE SPF,HF,SP,DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF I Dd COMMON WIRE NAILS(.148"DIA.x 3")SPACED 6"O.C. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALE.BE SUCH AS TO AVOID.UNUSUAL-SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED e TO AVOID LOOSENING-OF THE CONNECTOR PLATES AT THE JOINTS-OR SPLICES. F f C ' t 6 8' G Q 2 2x SCAB i q . CONNECTOR-PLATES MUST BE FULLY f - IMBEDDED'AND UNDISTURBED P E e ( ) (2.0 x-!)- E 2Qn MIN 24R IYtrit'Y s • L of 2 `�t�lll117111/t�I.! .�'Off. 39$SO E IMPORTANT This detail to be used only with trusses(spans less than 401 spaced 24"o.c.maximum and having pitches between 4/12 and 12/12 and `. ATE • �7'� total top chord loads not exceeding 50 psf. 10,4;•. ,o P.= . Trusses not fitting these criteria should be examined individually. ''r���s.L p R 0 REFER TO INDIVIDUAL TRUSS DESIGN !lt�,s► t Al L �`` i FOR PLATE SIZES AND LUMBER GRADES FL Cert. 6634 t July 26,2016 i I . i L i STANDARD REPAIR TO REMOVE END e AUGUST 1, 2016 VERTICAL(RIBBON NOTCH VERTICAL) Mil—REP05 I wrek USA,in¢ Paget' of 1 1.THIS IS A SPECIFIC REPAIR DETAIL TO.BE USED ONLY FOR ITS ORIGINAL INTENTION.THIS REPAIR DOES NOT-IMPLYT14AT THE REMAINING PORTION I OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO n VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED L D REPAIRSARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING i MITa THE LOADS INDICATED, ek USA,In 1 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE ; M APPLYING REPAIR AND-HELD IN PLACE DURING APPLICATION OF REPAIR. 3.THE END DISTANCE,-EDGE DISTANCE AND SPACING OF NAILS SHALL BE i YMMSUCH AS TO AVOID SPLITTING OF THE WOOD. a AWT&AUM.le 4.LUMBER MUST BE-CUT CLEANLYAND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. i 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X ORIENTATION ONLY. S.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. ; c 500#MAXIMUM WALL 50D#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE TRUSSES-BUILT 6 REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR 1 PLATE SIZES AND LUMBER GRADES f; DO NOT OVERCUT I r I I 4 DO NOT OVERCUT4x i E a 400D#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAII FROMI�OVE REFER TQ INDM- DUAL TRUSS-DESIGN FOR F PLATE SIZES AND TRUSSES BUILT � LUMBER GRADES 1A►IiN 4x2 MEMBERS ! DffNOT OVERCt1T `.-O� .p:'. 0 NO 393E -31� S DO NOT OVERCUT z — ` N Ai-. r 1 12' 1 1/2" �r►r.0 a t►�� y Toamu A.AIbaW.PE do�4380 ATTACH 2x4 SQUASH BLOCK(OUT To FIT TIGHTLY) B�M-Paft�0ATxWFL3WD TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Date: i 1 od(0.131"X 31 NAILS SPACED 3"O.C. November 30,2017 i Tips for•_Saife'anal E4fecient Inestallatio¢ns'(continued) Cadgejbs Para Insifalaariones.Sie -as y Efj-r4pientfes Add-a Temporary . Aflade un Soporte:del Centro Temporal• Hoisting Recommeitdafiorisfor Single Trusses Center Support: Es muy.recomendado que los soportes It is highly recom- Locate spreader bar: pttactNto�; at. temporales estan colocados en ubica- I mended that tempo above or-Miffback ;.fp•�:c m cionesinteddres durante el proceso de. mid height tl rary supports be set erecci6nfinstalaci6n.Este proveer§mayor estabilidad ysegiAdad aumentada en fa k 'up at interior locations obra.Soportes interfores temporales de- .during the erection[ ben ser:quedados an sitiohasta que todo installation process.This will provide greater stability spreader bar 21 3 to el Arriostre de Estabilidad Permanente del and increased safety at the jo asite.Temporary inters- ,;Tagtine 314.truss?length' Edificio esta lnsfalado. or supports should be left in place until all permanent For trusses up to and over so'.. building stability-bracing(PBSB).has been installed. Mantenga los Trusses Derechos.Du- rante a/Levanfanilento: t Spreader bar Attach to truss at Trusses de vanos largos son propensos a ti• .Keep Trusses !D.o.c.:max - s or sttfiback doblando fuera de�lano mientras es.,an Straight During levantado an lugar.Es muy imporfante kloisfing: '1 que provea soporte adicional pars que los - , x Long span trusses p trusses muevan tan poco coma posible. are very prone to Un buen a arato de levantamleh[o. y r Spreader her N3 to P Y t a bending out of- , the I I barandiffe de extender ueden roveer plane whiles-being Tagline 3/4truss length, soporte y.ahon-e mucho tiempo For trusses rip to and over 61Y lifted into place.it Is vary important to_ Entable la Cuerda Superior mientras Ids provide support so Trusses estan Instalados: the trusses flex as lithe as possible.d good,hoisting "" """'° Ahorrarel tiempo-por aplicando entablado r 'estructural.a.la-cuerda superiorinmedlata- device and.spreader bar can provide support and be- l -mente.'Tambien-la instalaci6n es'mis se- a real--time saver i gura cuando Is tripulaci6n puede trabajar 4 ' poruna.cubierta-entablada. Sheath the Top Chord as Trusses are Installed: Save time by applying structural sheathing-to the iep , v /nsfale Inrriediatamenfe Tocfo La " ; chord immediately.Installation Is also safer when the " ".: Restriccion/Arrinstre de Estab'ilidad crew can work from a sheathed deck. ' i Permanerte..del.Miembro del Truss: r; i' Una vez que le tripulaclBn de,Instalaci6n instal!All Permanent Individual Truss Member se liacen familiar con el prodedimiento,_ la.RestriccOn Lateral Aniostre Pia onalRestraintiBracing immediately: �. permanente pare los mlembros secundar- Once.theinstallation crew becomes familiar with ios y las auerdas Jnferfores pueden ser the procedure,the permanent lateral restraint and f fisfalados an of teempo que toma�soltar diagonal Bracing Tor webs and;bottom chords can be: _ ;3 el"levantador e4nstalar of pr6ximo truss. instalied-in the time it takes to-release the hoist and instaFf the next truss. ; Visit sbcind istry.com7lorigspan-nhp.for adetaiied handling and installation strategy,articles on long span truss installations,and more resources for temporary'and-penianerit'rsstmnt!brecing=of-metal plate connected wood trusses. Visite sbcindusbycom/longspan.php.para una estrategia detallada de manejo y 117stalacl6n,articulos sobre instalaclones de trusses de vans largos,y m-6--recursos Para la-rasW=fc n/sgiostre temporal y permanente de trusses de maderaxonectados con chapas de meta! Atf AMNINIG Contractorexperfenceis required to install long span trusses. jADVER Elrf-:LO-La experiendia de contractor es requedda pars instalar trusses de vans largos. Disclaimer.The truss manufactilreirand'tnrss designer must rdly on the tart-that the contraclorand crane operator,(r applicable)'are capable to undertake the.work they,have agreed to do,on a:parficular projedt.The contractdrshouid seek any required assistance regarding construction practices from a competent party.Thamethodsand procedures outlined are intended to ensure.thatthe overall construction techniques employed willputfloor and roof trusses into place.SAFELY.These recommendationsforharidling,install- ing,restraining and bracing trusses are based upon the collective experience of leading,personnet involved with truss design,manufacturing anlLinstallation,but must,•due'lo i the nature of.responsibfiitles involved,be presented only-as a GUIDE foruse by a qualifiedbuilding desigoerandlar contractor.It is not intended that theseTecommendations be interpreted as superior to the building designer's,design specification for handling,installing,restrainingandbracing trusses and it,does not preclude the use of other equivalent methods for restrain ing/bracirig and providing stablity'for the Walis,columns,floors,roofs aird all the interrelated structural building components as determined by the contrac- tor.Thus,SBCA expressly disclaims any responsibility for damages arising from the use,application,or reliance on the recommendations and information contained herein. 1-13CA i Tiuss Technology in Building j Structural Building Compo.nents,Associaftri An informational,series designed to address i 6300'Enterprise Lane-Madison,W1,53719 the issues and questions faced by professionals 608-274-4849.608-274-3329-fax in the building construction process. sbcindustry.com•sbca@sbc industry..com Copyright 02005-20t8 SBCA—Structural Building Components Associalton.All Rights Reserved. Reproduction of this document,in any form,is prohibited without written permission from SBCA_This document should appear in more than one color. 1 f - i RUN. TOOD01691 S_ l Long span Truss Installation. HastalacQ®rl de Trusses de Vanes Largos. 3 The IntemationatBullding Code'113C)requires the-temporary E1 C6dfgo de-ConstruccOn-internacfonal(IBC)exige Una con- installation restraint/bracing and the pemianerit individual truss member tencOntsopote temporal en Is ihstafaci6n y una contencion/soporte ! restraint/bracing for all trusses'with clear spans 60 feet(18�m)or permanente en cada barra de la armaz6n.para.fodas-las annazones greater to be designed by a registered design professional.MDR), que tengan uric separacion de 18.3 rrr(60 pies)v mas y,debe ser disenada por-un disenadorprofesionaf iegistrado. i >•es. LonaspaT trusses � Trusses de trans largas,pfantean errt'riesgo srgricati�m a fos w k pvse.signfficant_rssksto ` r,v� tom` `,' 15 lnstatadores.Las dimensions y el peso de un truss de vano largo insYallE s::The dimes- {�sz y> �� ' pueden crearinstabifidad,.torciendo yla derrumbamiento del trussei sions and weight of a' no el.truss esta manejado,inst lado,restringido y ardostrado apropfa- iang span truss can cre �✓� ��► �� s damente.Trusses de-vanoslargos puederr serfnstalados seguramente ate instability,,bLcklirig r - � y eficienterrmenfe.peril requieren que tome medidas de-seguridad y and.collapse if the truss manejar mas detalladas que los trusses de vanosm6s cortos. is got handled,.installed, y� restrained'and braced .properly.Lon s an trusses call be installed •Contrate un Profesional de Disefio Registrado;pars proveer an plano- safety and efficiently.but require more detailed safety and.handling- -de restriccfon y arriostre temporal y para supeMser el proceso de' measures than shorter span trusses.. ereccl6n. s +Lea y comprenda el BCSI.-Gutade Buena Practica para.ei Manejo, J. _ 6efrare,StaMng Ini3tailacl6n,Restriccibn y Arriosim de los.Trusses de Madera'Co- w nectados can Chapels de Metal publicado por SBCA. •Mre:a RDP to provide a temporary and.permanent restraintibracing i plan and to supervise the erection process;. Desariolle un metddo seguro p efecfivo de instalar los trusses e - ---. . informe fodos los t6pulantes de.sus panes:: Read and understand SCSi-Guidd to Good Practice for f&hdIlhg, Installing,.Restraining&Bracing Metal-Plate Conner*&'Rlrood •-Utffice instaladores quienes trenen experiencia en la-Instafacfon tie Trusses.published.by.SBCA. trusses de bangs largos. •Develop a safe,ddeolive truss iristallatiori. r °'- °f •Inspeccione Jos trusses.Documente todo dano a los trusses.Antes method and infottn all crew rnembeis of s :.tom gti -de la inslalaci6n,repare tod6s los trusses dafaados-segrin los detas lle ' preparados.por el Fabricante del Truss,Disehador del Thiss.o-un their roles. co�tpoa � ingeniero Profesional. Q§e personnef Who have expedence in •Asegtirese que-.las paredes•y la estructura soportante son estabiesy installing.long span trusses. " mstringldos y arcfostredos-adecuadatnente: i Inspect the tTOsse%Document ail truss �.; Y•„ �rT damage..Prior t4 lnstapaTion,repair all dam -fado el eqw de levantanfreptq y-materiales de construccOn. aged trusses according to the.repair details necesanos a mano.,Asegurese que of operador de,nacgga as- j = re pa ed.byi}ie truss'manufactUrer,truss �srrci► dnfende las requisilos especfales de tevaAtamiento de.�sses de designer or a RIP _ vans largos, Ensure that fhe walls and supporting-structure are stable and 72 adequately restrained and braced. `.C®�ese�e►s Eeara)ns�alaer®tl�s Seyuras y - cieeW. IEes '' •Naue all-necessary lifting equipment and building materials on hand, - - Make sure°the crane operator understands the special hoisting re- Construye uri d o Estabfe de Base de los;t incos Primeros: j - quirements of long span trU§set.See"Hoistihg Fl6cbmrnendatibns for Montar los cirlco primeros(cusses con Coda restriction,a ostre I Single Trusses"on next page s. y entablado estructyraI Algunos instaladores Ievantan los.:cinco prirneros Drina:a la vez y restrfngTr,.arrfostrar y entablar Como van. tips for.Safe anal E4ficieea Msfalla$rons Otros instaladores construyen el grupoo-de base en la tiers y entonces _.., __. ..... levantario en lugar.Fm tualquiercaso,esto hate que elproceso de Build the First Five into a Stable Base Unit: instalacf6n es mucho mas f6cf4 pcecfso y.seggM. ! Assemble;the first five trusses with all restraint, - bracing and structural.sheathing.Some *, installers lift the first five trusses:one at a x j " time and restrain,brace and sheath as they l I go.Other installers build the.base unit;on the -'jr`j • '+ ground and.lift it into place.Etherway,this makes the installafion,process much easier, r' i ua� accurate and safe. ) ,;i'• .:;' . 'TTBLONG-b 180727 ! I