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TRUSS PAPERWORK
Lumber design values are in accordance with ANSI/TPI 1 section.6.3 These truss designs 'rely_ on lumber values established by others. Mffeko.. RE: Ron Peters -Ron Peters — MiTek USA, Inc. Site Information: C 6904 Parke East Blvd. Q/'/ CustomTampa, FL 33610-4115 Customer Info: KL Adams Project Name: Model: � /�/ Lot/Block:. Subdivision: t`UC/e Y .. Address: ., . City: Fort Pierce . State: FL �046 )61 Name Address and License #.of Structural Engineer of. Record, If there is one, for the building. Name: License #: Address: City: State: I . 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 Lo d: 40.0 psf Floor Load: N/A psf This package includes 10 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 61G15-31.0.03, section 5 of the Florida Board of -Professional Engineers Rules. No: Seal# Truss Name Date 1 T25933448 A 11/10/21 2 T25933449 B 11/10/21 3 . T25933450 B1 11/10/21 4 T25933451 DGEA 11/10/21 5 T25933452 DGEB 11/10/21 6 T25933453 GRA 11/10/21 7 T25933454 SDGEA 1.1110/21 8 T25933455 V4 11/10/21 9 T25933456 V8 11/10/21 10 T25933457 V12 11/10/21 i The truss d'rawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mayo Truss Company, Inc.. Truss Design. Engineer's'Name.: Lee, Julius . My license! renewaldate for the state of Florida is February 28, 2023, IMPORTANT NOTE: The seal on these truss component designs is a certification' that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g.; loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose.only, and Was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. i tI1 a nr11� w1.lUS .: • 6.9 STATE OF :�441 10 �?% Jullus'Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 Lee, Julius 1 of 1 Job Truss Truss Type Qty Ply Ron Peters T25933448 RON_PETERS A Common 17 1 I 1 Job Reference (optional) -----•••r-••, ••• -, • - -• o.— s ruy w AUc r wn i eK moustnes, inc. I ue Nov v 14:3b:UU ZUzi Nage 1 ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-9M6d7uBeaU2aVnKsN6sovSQvv5j WM9MMlwd7DkyKu3D' r -2-0-0 7-6-0 15-0.0 17-0-0 2-0.0 7-6-0 7-6.0 2-0.0 5.00 FlY 2 13 5x6 = 6 2x4 II 14 4 3x4 = Scale =1:30.8 7-6-0 15-0-0 7.6.0 -'} -- 7-6-0 — 1 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 0.31 Vert(LL) 0.08 6A 2 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.13 6-12 >999 180 SCLL 0.0 Rep Stress lncr YES WB 0.13 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4,SP M 30' BOT TOP CHORD Structural wood sheathing directly applied. CHORD 2x4!SP M 30 BOT CHORD Rigid ceiling directly. applied. WEBS 2x4 SP No.3 REACTIONS, (size) 2=0-8-0, 4=0-8-0 Max Horz 2=126(LC 11) Maz Uplift 2=401(LC 12)', 4=-401(LC 12) Max Grav 2=723(LC 1), 4=723(LC 1)' FORCES. (6) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-931/663, 3-4=-931/663 BOT CHORD 2-6=-391/793, 4-6=-391/793- WEBS 3-6=0/336 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-4 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; 13=45f; L=24ft; eave=4ft; Cat. II;, Exp C; Encl., dCpi=0.18; MWFRS (directional). and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 7-6-0, Exterior(2R) 7-6-0 to 10-6-0, Interior(1) 10-6-0 to 17-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS'for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 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=401,4=401. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 34869 •ram i • � Julius Lee PE No.34869 MITekUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 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 MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of designparameters 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. Additions I 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 ANS1/rPll Quality Criteria, DSB-89 and SCSI Building Component Sslety 6904 Parke East Blvd. Information Iavailable from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke 36610 East Job Truss Truss Type Qly Ply Ron Peters RON_PETERS B Common 7 1 T25933449 Job Reference (optional) -- -- -<-• - -----• o.9JV 5 Huy 10 NC I ivii I eK incustrles, Inc. I ue Nov 9 14;36:U9 2021 Page 1 ID:GaBfboMJKjN W GCIPTNeHnOyKwgo-05910zlHTFAI4AW bPV WvmM ITbjmuzDSgNglz2jyKu34 2 0 0 6-3.0 F 12-6-0 -- I 18-9-0 I 25.0-0 27.0-0 2-0.0 6-3-0 6-3-0 6.3.0 6-3.0 i 2-0.0 46 JX4. _ 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20:0 Plate Grip DOL 1.25 TC. 0.25 Vert(LL) -0.13 9-12 >999 240 TCDL 10.0- Lumber DOL 1.25 BC 0.43 Vert(CT) -0.29 9-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) - 0.05 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4,SP M 30 WEBS 21SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=195(LC 11) Max Uplift 2=-567(LC 12), 6=-567(LC 12) Max Grav 2=1123(LC 1), 6=1123(LC 1) FORCES: (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1974/1101, 3-4=-1674/935, 4-5=-1674/935, 5-6=-1974/1100 BOT CHORD 2-9=-849/1790, 8-9=446/1193, 6-8=-883/1790 WEBS 4-8=-223/539,5-8=-446/41814-9=-223/539,3-9=-445/418 ,Scale = 1:46.9 3x5 = PLATES GRIP MT20 244/190 Weight: 113 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45f; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 12-6-0, Exterior(2R) 12-6-0 to 15-6-0, Interior(1) 15-6-0 to 27-0-11.2one; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS. for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain load! ng'requirements specific 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=567, 6=567. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. S'�`�v�lU S LF��j�♦♦ • 0 34869 � r .0� ♦♦,c� . O R `O Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 A WARNING -Verity 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 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 Blvd; e East Safety Information I available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parkrk East Job Truss Truss Type Oty Ply Ron Peters T25933450 RON_PETERS 81 Common 7 1 I _ Job Reference o tional mayu . CU.. company, n .. rviayu, ru - 32066, 2-0-0 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:36:22 2021 Scale=1:44.0 46 = 3x5-i ;= 3x4 = 3x4 = 4x4 = [v 0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr. YES Code FBC2020/TP12014 CSI. TC 0.26 BC 0.45 WB 0.21 Matrix -AS DEFL, in (loc) I/defl L/d Vert(LL) - -0.14 7-11 >999 240 Vert(CT) -0.33 7-11 >920 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 Sp M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 MaxlHorz 2=192(LC 11) Max Uplift 6=-408(LC 12), 2=-574(LC 12) Max Gray. 6=995(LC 1), 2=1128(LC 1) FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3L--1986/1130, 3-4=-1685/963, 4-5=-1681/974, 5-6=-2011/1158 BOT CHORD 2-8=-968/1801, 7-8=-531/1206, 6-7=-977/1830 WEBS 4-7I-231/545, 5-7=-476/443, 4-8=-219/533, 3-8=-446/420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16;,VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=25ft; eave=4ft; Cat. Il; Exp C; Encl.; GCpj=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 12-6-0, Exterior (2R) 12-6-0 to 15-6-0, Interior(1) 15-6-0 to 25=0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer % Project engineer for 00 responsible verifying applied roof live load shown covers rain loading requirements specific '••. to the use of this truss component. ,� • G N I� ��.� S�•'. 4) This truss has been designed for a 10.0 psf bottom chord live.load nonconcurrent with any other live loads. �� : �i 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=O wide z.� will fit between theibotlom chord and any other members. N O 34.869 •; 6) Refer to girder(s) for truss to truss connections. `. *�. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=408, 2=574. 8) This truss design requires that a,minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 0 sheetrock be applied directly to the bottom chord.. ' (V Fs•o .R1•.. °i&/0NA%-I/�?�,, Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 .6904 Parke East Blvd, Tampa FL 33610 Date: November 10,2021 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 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 Is always required for'stability and to prevent collapse with possible personal injury' and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TRII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Ron Peters T25933451 RON_PETERS DGEA Common Supported Gable 1 1 Job Reference (optional) w..yu 1. uss'-u Pany, mu., rviayu, rL - atueo, v 9 0 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:37:03 2021 Page 1 I D: GaBfb o MJKjN W GCtPTN eH nOyKwgo-pU QRLRxglr_eYTezZrU aylXiTUG edf VdnDN q xbyKu2E 4x4 = 3x4 a 7 6 3x4 I � 1.5x4 LI 1.Sx4 II 1.Sx4 II - Scale: 1/2"=l' v Q 0 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 2441190 TCDL . 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 53 lb FT = 20% LUMBER - TOP CHORD2x4'SP M 30 BOT CHORD 2x4,SP M 30 OTHERS 2x4iSP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid. ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 15-0-0. (lb) - Max Horz 1=90(LC 11) Maz Uplift All uplift 100 lb or less at jolnt(s) 1, 5, 7 except 8=-217(LC 12), 6=-217(LC.12) Max Grav All reactions 250 lb or less at joints) 1, 5; 7 except 8=421(LC 17), 6=420(LC 18) FORCES. (lb) - Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. WEBS 2-1=-300/534, 4-6=-299/534 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) 0-8-2 to 3-8-2, Exterior(2N)3-8-2 to 7-6-0, Corner(3R) 7-6-0 to 10-6-0, Exterior(2N) 10-6-0 to 14-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS'for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind. (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Co. 7) This truss has been designed for 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) 1, 5, 7 except (jt=lb)8=217, 6=217. ,,,,�If11111//III E N,9i No 34869 i Kill .A16 or. i 'c<pRIO.P'N C? ,-'I/ONALS 11.111110 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: November 10,2021 'A• WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 5/79/2020 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 11 Al�el�' is always required for stability and to, prevent collapse with' possible personal injury and property damage. For general guidance regarding the � V � R fabrication, storage, delivery, erection -and bracing of trusses and truss systems, see ANSI/TPH Quality Criterla,MS-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 Qly Ply Ron Peters T25933452 RON_PETERS i DGEB Common Supported Gable 2 1 L _ __ Job Reference (optional) Mayo Truss Company, Inc., Mayo, FL - 32066, 8.430 s Aug 16 2021 MiTek Industries, Inc. TUB Nov 914:37:25 2021 Pagel ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-9jlmzyCyZcIW BrJBsTukrNRUPLoRncfsrei_IJyKu 1 u 12-6-0 ' 26.0-0 12-6-0 12-6.0 Scale = 1:40.1 44 = 3x4 y 21 20 19 18 17 16 ' . 15 14 13 12 3x4 3x4 = 25-0-0 25-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/den L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 25-0-0. (lb) - Max Horz 1=-158(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 11, 17, 19, 20, 15, 14, 13 except 21=-165(LC 12), 12=-165(LC 12) Max Grav All reactions 250 lb or less at joint(s)1, 11, 16, 17, 19. 20, 15, 14, 13 except 21=319(LC 17), 12=319(LC 18) FORCES.. (lb) - Mal . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-103/283, 6-7=-103/282 WEBS 2-211=-231/380, 10-12=-231/380 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=25ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) 0-8-2 to 3-8-2, Exterior(2N) 3-8-2 to 12-6-0, Corner(3R) 12-6-0 to' 15-6-0, Exterior(2N) 15-6-0 to 24-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Detallslas applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at'2-0-6 0C. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 17, 19, 20, . 15, 14, 13 except at=lb) 21=165, 12=165. ,,111.11111//��� SSOE Ns :• N 34.869 Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dater November 10,2021 A 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 chord members only. Additional temporary and permanent bracing MiTek- Is always required forlstability and to prevent collapse 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 Criterla, 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 1 Truss Type Qly I Ply I Ron Peters GRA I Common Girder Mayo Truss Company, Inc., Mayo, FL 32066, 4x4 = 2 1 MiTek Industries, Inc. Tue T25933453 2021 Pagel ieQ rvKulm Scale = 1:24.7 4x8 = 3x1D ft - 4x8 = 3x10 II 4x8 = HUS26 HUS26 HUS26 - 5-0.0 7-6-0 10-0-0 15-0-0 r - 5-0.0 2.6-0 2-6-0 5-0-0 Plate Offsets (X,Y)-- f1:0-1-5,0-0-01 [5:0-1-5 0-0-0] 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 0.36 Vert(LL) 0.12 6-12 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL, 1.25 BC 0.52 Vert(CT) -0.17 6-12 >999 180 BCLL 0.0 Rep Stress Incr. NO WB 0.44 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4' SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. BOT CHORD 2x6l SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4l SP No.3'Except* 3-7: 2x4 SP M 30 REACTIONS. (size) 1=0-8=0, 5=0-8-0 Max Hors 1=-99(LC 6) Max Uplift 1=-1614(LC 8), 5=-1824(LC 8) Max Grav 1=3768(LC 1); 5=4257(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All fofces'250 (16) or less except when shown. TOP CHORD 1-2=-7859/3381, 2-3=-5715/2502, 3-4=-5718/2503, 4-5=-7969/3429 BOT CHORD 1-8=-3059/7246,7-8=-3059/7246,6-7=-3105/7355,5-6=-310517355 WEBS 3-7=-1839/4246,4-7=-2724/1218,4-6=-928/2296,2-7=-2584/1158,2-8=-881/2188 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all except if front back face ���, vL�U s LF plies, noted as (F) or (B) 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 00 ,�� ••••\ C E N ll ••' ' 00 considered for this design. 4) Wind: ASCE 7-16; Vul1=160mph (3-sec6nd gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. \, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber 0 34869 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) 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 capable of withstanding 100lb .0, ;0 •, Q. ; �i� 0 f� �•'��\?� plate uplift atjoint(s) except Qt=lb) (With 9) Use USP HUS 6 14-16d nails into Girder & 4-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 �NA� ����� from the left end to 14-0-12 to connecttruss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. Julius Lee PE No.34869 LOAD CASE(S) Standard USA, Inc. FL Cert 6634 1kParke 904 East Blvd. Tampa FL 33610 Date: :ontinued on page 2 j November 10,2021 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(D connectors. This design is based only upon parameters shown, and is far an Individual building component, not a trusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/77ol1 Quality Criteria, DSB-89 and SCSI Building Component M iTek' Safety Information I available from Truss Plate Institute, 2670 Crain Highway, Suits 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36510 I Truss Peters T25933453 RON_PETERS GRA Common Girder 1 � _I __ 2 Job Reference o tional Mayo Truss Company, Inc., Mayo, FL - 32066, 8.43D s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:37:33 2021 Page 2 ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-wFEnehJ_g3mO94xkK81 cA3nolaO6f9Z2hueO_ryKul m LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 6-975(F)12=-976(F)13=-975(F)14=-975(F) 15=-975(F)16=-975(F) 17=-975(F) A WARNING - Verify+deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. I �' Design valid for use onlywith MT&D connectors. This design is based only upon parameters shown, 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. Bra ing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITpi'k• ` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'Is storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 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 I Truss Truss Type Qty Ply Ron Peters CNPETERS SDGEA . GABLE 1 1 T25933454 Job Reference (optional) ^�Y d.43u s Aug 1 b ZUZ1 MI I eK Industries, Inc. Tue Nov 914:37:44 2021 Page 1 ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-6NPxyl5Rt5S8gzmGrTyjB60khhOBSkB2f D5pVtiyKul b 7-6-0 — � 15-0.0' 48 =. 760 -- 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d TCLL 20.0 Plate Grip DOL . 1.25 TC 0.31 Vert(LL) 0.13 4-13 >999 240 TCDL . 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.18 4-15 >956 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4TSP M 30 BOT'CHORD 2x4,SP M 30 WEBS, 2x4ISP No.3 OTHERS- 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 3=0-8-0 Max Horz 1=-95(LC 10) Max Uplift 1=-238(LC 12), 3=-238(LC 12) Max Grav 1=573(LC 1), 3=573(LC 1) FORCES. (lb) Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 1-2=,989/785, 2-3=-989/786 BOT CHORD 1-4=-592/880,.3-4=-592/880 WEBS 2-4=-54/§48 Scale: 1/2"=1' 3x10 -- PLATES GRIP MT20 244/190 Weight: 56 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. - II;, Exp C; Ehcl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 34-0, Interior(1) 3-4-0 to 7-6-0, Exterior(2R) 7-6-0 to 10-6-0, Interlor(1)110-6-0 to 14-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3), Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designerl/ Project engineer responsiblefor verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 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) except Ct=lb) 1=238, 3=238. 10) This truss design: requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. l ,`,111111111!lI��I 00 :• 34869 �-0 4*����, �ONA� Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date_: November 10,2021 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 Mi rek®conneclors. This design is based only upon parameters shown, 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 foi stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and, truss systems, see ANSI?PI! qualify Criteria, DSB-89 and BCSI Building Component fi904 Parke East Blvd. Safety Information lavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, rk East Truss Truss Type Qty Ply Ron Peters �Job 1 T25933455 RON_PETERS V4 Valley 1 1 �— Mavn Tnicc Rmm��r„, Incnna,,,. r=t _ vonaa ,...... _ ..._ Job Reference (optional) ... ...,......_ .. _ Nov Job Truss Truss Type Qty Ply Ron Peters T25933456 RON_PETERS IV8 Valley 1 1 pony, Inc., Mayo, FL - 32066, 1 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:37:65 2021 Page 1 ID:GaBfboMJKjN WGCIPTNeHnOyKwgo-HUZ6GDanVgXGnScycmQm3ihUUR7XpBLHIJzslayKul Q 4-0-0 8-0-0 4-0-0 4-0-0 5.00 12 2 44 = 3 1 4 2x4 := - 1.5x4 II 2x4 0 8-0-0 Scale=1:14.6 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 0.59 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 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 10.0 Code FBC2020/TPf2014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4.SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4,SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=-43(LC 10) Max Uplift 1=-70(LC 12). 3=-70(LC 12), 4=-77(LC 12) Max Grav 1=129(LC 1). 3=129(LC 1), 4=266(LC 1) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-184/321 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., dCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 00 No 34869.. •••' �P.65,O N Afill ' Jullus Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: November 10,2021 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 Welk' Is always required (Jr stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,'delivery, erection and bracing of trusses and truss systems, see ANS11rPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information I available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East iJob Truss Truss Type City Ply Ron Peters T25933457 LRONIPETERS V12 Valley I 1 Job Reference (optional) nuv Iv -I IVII1uK11WUJIuub,nlu. IueIVVV a duz-1 rage I ID;GaBfboMJKjNW GCtPTNeHnOyKwgo-SKCq?9VOv_n63X9pGVJMpRRQu 1 tjPTMOMNW GYwyKul W Scale = 1:18.9 46 = 2 . I 4 3x4 ;= 1.5x4 11 3x4 u-u-iu LOADING (psf) 1 SPACING. 2-04 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vett(LL) nla n/a 999 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.46 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.13 Horz(CT)' 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 38lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4l SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4l SP No.3 REACTIONS. (size) 1=11-10-13, 3=11-10-13, 4=11-10-13 Max Horz 1=-70(LC 10) Max Uplift 1=-91(LC 12), 3=-91(LC 12), 4=-168(LC 12) Max Grav 1=189(LC 21), 3=189(LC 22), 4=474(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-320/428 NOTES- I 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0.0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-3-4 zone; cantilever left and right exposed'; end vertical left and right expesed;'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) 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 20.Opsf the bottom ,,,111111 fill,, of on 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 ofwithstanding 100 lb uplift atjoint(s) 1, 3 except Qt=1b) �� .••�C E N S ••. �i, •• �. F ••, �� 4=168. ��� :• 0 34869 c= 0 : •<v�: Julius Lee.PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: November 10,2021 AWARNING - 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 atruss 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 andlor chord members only. Additional temporary and permanent bracing wi, is always required foi stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTPI1 Quality Criteria, DSB-89 and SCSI Building Component Ij Blvd. e 6904 ParkEast Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa rk 36610 East Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/ifi For4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section'of the <r output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: -ANSI/TP-11: National Design Specification -for Metal -- Plate Connected Wood Truss Construction. DSB-89: Design standard for Bracing. .BCSI: Building Component Safety Information; Guide to .Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 UL) I I UM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS_ ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved k MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to.the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified: 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 f . spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all pooidns of this design (front, back, words and -pictures) -before use: -Reviewing prctures alone is not sufficient. 20. Design assumes manufacture in accordance with . ANSIrrPI 1 Quality Criteria. . 21.The design does not take into account any dynamic or other loads other than those expressly. stated.