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Nil MiTek Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Ron —Peters - Ron Peters MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: KL Adams Project Name:. Model: . Tampa, FL 33610-4115 Lot/Block: Subdivision: . Address: ., . City: Fort Pierce 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: 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 61 G15-31.003, 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 11/10/21 8 T25933455 V4 11/10/21 9 T25933456 V8 11/10/21 10 T25933457 V12 11/10/21 The truss drawing(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 renewal date 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 jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek 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. 1111f11' S OFF if,� 69 �cc= STATE OF 11111 Julius Lee PE No.34869 Welk USA, Inc. FL Cert 6634 6904 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 IA Common 17 11 _� Reference (o tional Mayo Truss Company, Inc., Mayo, FL - 32066, 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 914:36:00 2021 Page 1 I D:GaBfboMJKjN W GCtPTNeHnOyKwgo-9M6d7uBeaU2aVnKsN6sovSQvvSj W M9MMIwd7DkyKu3D I — -2 0 0 --`-- — 7-6-0 --- -i — -- — 15 0 0 -- 17.0-0 2.0-0 7-6-0 7-6-0 �—' Scale=1:30.8 5.00112 i 13 o,; 3x4 = LOADING (psf) i SPACING- 2-0-0 i CSI. TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.31 TCDL 10.0 Lumber DOL 1.25 i BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 10.0 Code FBC2020/TPI2014 i Matrix -AS LUMBER - TOP CHORD 2x4 SP M 30, BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=126(LC 11) Max Uplift 2=401(LC 12), 4=401(LC 12) Max Grav 2=723(LC 1), 4=723(LC 1) FORCES. (lb) -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 5x6 = 14 4 I•� 6 2x4 !i 3x4 = \� DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.08 6-12 >999 240 MT20 2441190 Vert(CT) -0.13 6-12 >999 180 Horz(CT) 0.01 4 n/a rile Weight: 58 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; Encl., GCpi=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. `01u n 18111"1 040 34869 • ; cc 0 •• Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 WARf44NCi - Vetity design psramelaie attd READ NOYES ON THIS At7D INCLUDED ALRBt RE'F6T2'Et4CE PALiE Mll-7479 rev, 511912020 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I I 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 Inslitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Tampa, FL 366110 Joo , 1 Truss Truss Type RON_PETERS B Common � I Ply i Ron Peters 7 i 1 T25933449 mayu i rubs tympany, mc., Mayo, VL. - Jzubb, 8.430 s Aug 162021 MiTek Industries, Inc. Tue Nov 914:36:09 2021 Page 1 ID:GaBfboMJKjN W GCIPTNeHnOyKwgo-05910zlHTFA14AWbPV WvmM[TbjmuzDSgNq Iz2jyKu34 2-0.0 6.3-0 12-6-0 --_� - 18-9.0 — —l—_ 25.0-0 27.0.0 _1 2.0-0 6-3-0 6-3-0 6-3.0 6-3-0 2.0-0 Scale=1:46.9 3x5 = 5.00112 16 '/ 1.5x4 9-1-4 ----- 9-1.4 --- 9 3x4 = 4x6 = 4 17 1.5x4 \ 5 8 + - ` � 7 3x4 = 3x5 = ` F late Uttsets (X,Y)— 12:0-0-Z,Edgel, 6[ 0-0-2,Edge] -- LOADING (psf) j SPACING- 2-0-0 ! CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ! TC 0.25 Vert(LL) -0.13 9-12 >999 240 MT20 244/190 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 i Code FBC2020/TP12014 Matrix -AS Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP 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, 6-8=446/418, 4-9=-223/539, 3-9=-445/418 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=25ft; eave=4ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-11 to 0-7-13, Interlor(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 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 (jl=lb) 2=567, 6=567. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,011111111///I, vL1US 0 34869 :ir_ do 10 Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6fi34 6904 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 WARNING - VerrTy design paramxters and READ NDT%S ON TNiS AND INCLUDED MITEK REFERENCE PAGE MIl•7473 rev. 31I9202D BEFORE USE. Design valid for use only with Mrrek® 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� i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ilniTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 JUD r Icon Meters I ! 1 1 i T25933450 IRON_PETERS IB1 Common 7 1� Job Reference (optional) Mayo Truss Company, Inc., Mayo, FL - 32066. 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:36:22 2021 Page 1 ID:GaBfboMJKjNWGCtPTNeHnOyKwgo-VbRxIPSRPFpS7974gkFyo5Kg8yBaW5cbMLy9_TyKu2l -2-0_0 6-3.0 12-6.0 18-9-0 25-0.0 �2-0-0 --- 6 3 0 ---- -` 6-3-0 ---1--- — 6 3 0 6-3-0 3x5 = 46 = 5.00 F12 15 ,i �/ `�\`� 16 1.5x4 •��� /; 1.5x4 8 3x4 = 7 3x4 = Scale=1:44.0 4x4 = Iv 0 Plate Offsets.(X,Y)- i2:0-0-2,Edg,J 6:0-1-6,Eqqe1 — LOADING (psi) i SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.26 Vert(LL) -0.14 7-11 >999 240 I MT20 244/190 TCDL 10.0 Lumber DOL 1.25 1 BC 0.45 Vert(CT) -0.33 7-11 >920 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 ; Code FBC2020/TPI2014 Matrix -AS --- --_— Weight: 110 lb FT = 20% LUMBER- BRACING- ----- — ---- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=192(LC 11) Max Uplift 6=-408(LC 12). 2=-574(LC 12) Max Grav 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 2-3=-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 4-7=-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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=45ft; 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) ever left and right exposed ; end left and member forces grip MWenR pond load shown.60 3 Building r engineer responsible verilmnerappl applied roof llivee 9 1 9 P verifying PP covers ran loading requirements specific 9 q P , F �ii to the use of this truss component. 4) This truss has been designed for 10.0 bottom ��� • G E N •�� SF��• a psf chord live load nonconcurrent with any other live loads. ' �� 5) 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. NO 34869 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 sheetrock be applied directly to the bottom chord. a AS FS•40R1.. G`�� ,0NA"1 11, Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 66M 6904 Parke East Bhrd. Tampa FL33610 Date: November 10,2021 A WARNING - Ve* design parameters wit READ NOTES ON TKS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. WISM23 BEFDRE 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 andfor 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 M 1l MOW fabricatIon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf Quality Criteria, DSB-89 and BCSI Building Component Safety Inrormaflon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. II — Tampa, FL 36610 IJob ITruss ITruss Type i RON PETERS I DGEA i Common Supported Gable ---- �— ------ Mayo Truss Company, Inc., Mayo, FL - 32066, Qly I Ply I Ron Peters T25933451 _ — ! I _ IJob Reference (optional) 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:37:03 2021 Page 1 ID:GaBfboMJKjN W GCtPTNeHnOyKwgc-pUQRLRx91r—eYTezZrUaylXiTUGedfVdnDNgxbyKu2E 15.0.0 44 = Scale: 1/2"=1' 5.00 i 12 1.5x4 i! i• �- � .� 1.5x4 11 .`\ �4` ;I 9 /� I '. '\. 10 �� ,'L- I_ I 5 3x4 = 6 1.5x4 !I 7 1.5x4 !I 6 1.5x4 li 3x4 C� --.._-- --._...-- ---- 15-0.0 15-0-0 PLATES GRIP LOADING (psf) i SPACING- 2-0-0 I CSI. DEFL, in (loc) I/deft Lid TCLL 20.0 I Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 ( Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL -_ 10.0 Code FBC2020/TP12014 i Matrix-S I Weight: 53 lb FT = 20% LUMBER- - - BRACING - — -- - — TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-0-0. (lb) - Max Horz 1=90(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1, 5, 7 except 8=-217(LC 12), 6=-217(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=421(LC 17), 6=420(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-8=-300/534, 4-6=-299/534 NOTES- 1) Unbalanced roof live loads have been considerdd 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., GCpf=0,18; MWFRS (directional) and C-C Corner(3E) 0-8-2 to 3-8-2, Exterlor(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. 1111f 1�0�� 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. `,IIf �����,' `,,J`,US 5) Gable requires continuous bottom chord bearing. �`� '•\C E f11 rs •• ♦♦I Fes•.• 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. ♦ �. No 34869 0 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 Qt=lb) 8=217, 6=217. NA� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 WARNING -verily clesign parameters and READ NOTES M4 THiS AND INCLUDED MM REFERENCE PACE Mil-7473 rev. S799Y= 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 andlor 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 i MOW I Itl1� lW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Prf Quality Crlterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 i 6904 Parke East Blvd. I Tampa, Fl. 36610 'JOD . Iruss I RON_PETERS ,DGEB Common Supported Gable Kon Peters 1 T25933452 o Truss Company, Inc., Mayo, FL - 32066, 8.430 s Aug 16 2i MITek Industries, Inc. Tue Nov 914:37:25 2021 Page 1 ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-9jlmzyCyZcIWBrJBsTukrNRUPLoRncfsrei_IJyKu1 u --- - - 2.6-0 — 25-0-0 12-6.0 — -- ---- ,--- ---- 12-6-0 —� Scale = 1:40.1 40 '= 6 3x4 = 21 20 19 18 17 16 15 14 13 12 3x4 3x4 = 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 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.06 I 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/TP12014 I Matrjx-S I Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 atjolnt(s) 1, 11, 17, 19. 20, 15, 14, 13 except 21=-165(LC 12). 12=-165(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 11, 16, 17, 19, 20, 15, 14, 13 except 21=319(LC 17), 12=319(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-103/283, 6-7=-103/282 WEBS 2-21=-231/380, 10-12=-231/380 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; 8=45ft; L=25ft; save=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. 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) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 17, 19, 20, 15, 14, 13 except Gt=lb) 21=165, 12=165. '30us tEF%►,,. .` •'�GENS•• ��i 34869 .�,,p� • • O R , 0 IN AIL 1411111111 Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 10,2021 I A WARNING - Nenly design parameters mid READ NOTES ON THIS AM MCLUDED WTEK REFERENCE PAGE M I-74M rev. S}19i1ta30 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 1s to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i 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 ANSUrPI1 Qualify Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. I I Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job i 'RON PETERS GRA 2 Ron Peters T25933453 Maya Truss Company, Inc., Mayo, FL - 32066, 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 9 14:37:33 2021 Page ' ID:GaBfboMJKjN WGCtPTNeHnOyKwgo-wFEnehJ-g3mO94xkK81 cA3nolaO6f9Z2hueQ_ryKu 1 m --- ----5-0.0--------7-6.0---i----- 10-0.0 15.0-0 5-0.0 2.6.0 2-6-0--- i - - — 2.6 5.0-0 -B A 4x8 = 4x4 = 5.00112 3x5 i 13 14 8 15 7 16 HUS26 HUS26 3x10 II HUS26 4x8 - HUS26 Scale = 1:24.7 3x5 -Z 4 i 6 17 I o HUS26 le 3x10 II 4x8 = HUS26 HUS26 5-0.0 7.6-0 10-0-0 I-'-- --- ---- T--..- ._ 15-0.0 -' -'— -----1 --- —� 5-0-0 2-6-0 _' -_ 2-6-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 TCDL 10.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr NO I I WB 0.44 BCDL 10.0 i Code FBC2020/TPI2014 I Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 3-7: 2x4 SP M 30 �o DEFL. in (loc) I/deft L/d I PLATES GRIP Vert(LL) 0.12 6-12 >999 240 MT20 2441190 Vert(CT) -0.17 6-12 >999 180 Horz(CT) 0.05 5 n/a n/a Weight: 164 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 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 forces 250 (lb) 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=-3105/7355 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 to§ether 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. +I; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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 chard 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 Qt=lb) 1=1614, 5=1824. 9) Use USP HUS26 (With 14-16d nails into Girder & 4-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 14-0-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard ,`�� �vL1US L �i FF�� ti 34869 it oo Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Continued on page 2 November 10,2021 I WARNING -Ven design � TY w parameters c and READ NOTES ON T4i1S based o ly upon parameters REFERENCE PAGE In. Individual rev. building co BEFORE USE: I �' � 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 building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M it j fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIl Quality Criteria, DSB-89 and BCSI Building Component , Blvd. e East I Safety Information available from Truss Plate Institute, 2670 Crain Highway" Suite 203 Waldorf, MD 20601 6904 Park I Tampa, rk East Job 'Truss ITruss Type j RON PETERS ! GRA Common Girder I Mayo Truss Company, Inc., Mayo, FL - 32066. Kon Peters T25933453 i s 2 Job Reference (optional) 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 914:37:33 2021 Page ID:Ga6fboMJKjN 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 - READ ROM ON TtM AND Oii UBW BdiW REFERENCE PAGE MII-7473 rev. Sr19Qi120 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 buildingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling ofindividual 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criferla, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 MOW 6904 Parke East Blvd, Tampa, FL 36610 ;I uss Truss Type RON-PETERS SDGEA jGABLE Mayo Truss Company, Inc., Mayo, FL - 32066. �'-- ---- 7-6-0 7-6.0 City IPly I Ron I T25933454 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 914:37:44 2021 Page 1 ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-6NPxySRt5S8gzmGrTyjB6OkhhOBSkB2fD5pVtiyKul b 15.0.0 ---- — 7 6 0 - —I 4x8 = Scale: 1/2"=l' 2 5.00112 18 19 20 3 o 3x10 : 4 3x10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.13 4-13 >999 240 MT20 244/190 TCDL 10.0 i Lumber DOL 1.25 BC 0.41 i Vert(CT) -0.18 4-15 >956 180 BCLL 0.0 Rep Stress Incr YES I WB 0.13 I Horz(CT) 0.04 3 n/a n/a BCDL- - 10.0— Code FBC2020ITP12014 I Matrix -AS Weight: 561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP 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 (Ib) or less except when shown. TOP CHORD 1-2=-989/785, 2-3=-989/786 BOT CHORD 1-4=-592/860, 3-4=-592/880 WEBS 2-4=-54/348 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=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 7-6-0, Exterjor(2R) 7-6-0 to 10-6-0, Interior(1) 10-6-0 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 ` 1111111118181" , , i.I 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 ��` J'36us i", Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. %% E AI g •••��i� 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific .•'�G -* F•• i to the use of this truss component. `� .00 5) Ali plates are 1.5x4 MT20 unless otherwise indicated. 34869 6) Gable studs spaced at 2-0-0 oc. * �• 7) This truss has been designed for a 10.0 psf bottom chord live load non concurrent 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 (jt=lb) •• 0 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 �� P •. �I� •• R 1 O. �� sheetrock be applied directly to the bottom chord. •� •• ���� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 69H Parke East Blvd. Tarnpa FL 33610 Date: November 10,2021 i A WARN'N - Vetdy desi!P P`n mefeas trod READ NOTES ON THIS AND INCCLUO£D MREK REFERENCE PAGE NH-7473 S+1s7= BEFORE rev. USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i �- i! building design. Bracing indicated is to prevent buckling of Individual [fuss 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 MOW I fabdcaflon, storage, delivery, erection and bracingof trusses and truss systems, see ANSI/7PH Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Inslilute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parka East Blvd. ParkeEast Tampa, I IRON PETERS —a. Y-o Truss Company, i— I (Truss r TTruss Type i V4 i Valley B Ron Peters T25933455 FL - 32066, 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 914:37:53 2021 Page 1 ID:GaBfboMJKjNWGCtPTNeHnOyKwgo-L5RLrXYWzCHYY8SaVLOI HCF78JrLIL_H7UThhyKulS 2-0-0 4-0-0 --'-- 2-0-0----- -'-t-- ------ ---- ' 2x4 ., 2-0-0 3x4 = 5.00 I112 2 I 3 2x4 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0,0 Rep Stress Incr YES WB 0.00 i Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=3-10-13, 3=3-10-13 Max Horz 1=17(LC 11) Max Uplift 1=-42(LC 12), 3=-42(LC 12) Max Grav 1=102(LC 1). 3=102(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Scale = 1:7.5 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 cc purling. Rigid ceiling directly applied or 10-0-0 cc bracing. 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., GCpi=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 tobearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. .f��ui�n����� °°� ..........� 0 34869 �-0 cop Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 69B4 Parke East Blvd. Tampa FL 33610 Date: November 10,2021 A WARNW3 - ban'ty design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERBNCE PAGE AOF7473 rev. sner202a BEFORE USE. j Design valid for use only with.MiTekO 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 [his design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/17P11 Quality Criteria, DSB-89 and BCBI Building Component I Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parkrk 3ast Job RON_PETERS Mayo Truss C i I Iruss V8 1 2x4 - Ron Peters 1 1 1 T25933456i i FL - 32066, 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 914:37:55 2021 Page 1 ID:GaBfboMJKjN W GCtPTNeHnOyKwgo-HUZ6GDanVgXGnScycmQm3ihU UR7XpBLHIJzalayKul Q 4.0-0 2 5.00 j 12 / I - 1 / t %" II 4 1.5x4 li 4x4 = 8-0-0 LOADING (psf) I SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud TCLL 20.0 I Plate Grip DOL 1.25 1 TC 0.59 1 Vert(LL) n/a n/a 999 TCDL 10.0 i 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 i Code FBC2020/TP12014 I Matrix-P 2x4 Scale = 1:14.6 3 PLATES GRIP MT20 244/190 Weight: 24lb 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 telling 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. (lb) - 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: ASIDE 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., GCpi=0.18; MWFRS (directional) and C-C Extedor(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. {{{{11111111�� ``��vL1US Li F .:CENS 'o No 34869 yE n %) Fr /' • Ili Julius Lee PE N0.34869 MiTek USA, Inc. FL Cert 6634 69M Parke East Blvd, Tampa FL 33610 Date: November 10,2021 i A ytlN2NING - Veray, design puamtit,s end READ MOTES ON THIS AND tMCl91DED tdliEti REFERENCE PAGE Alll-7493 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 I 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 Id prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I MOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the i I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS111 Plf Quality Criteria, DSB-89 and SCSI Building Component I 6904 Parke East Blvd. iSafety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 ! Truss i !RON_PETERS IV12 Mayo Truss Company, Inc., L Mayo, FL - 32066, Qty I Ply 1 I 1 T25933457 8.430 s Aug 16 2021 MiTek Industries, Inc. Tue Nov 914:37:49 2021 Page 1 ID:GaBfboMJKJN WGCIPTNeHnOyKwgo-SKCg79VOv_n63X9pGVJMpRRQu l tjPTMOMN W GYwyKul W ---1___ 12-0.0 46 = 2 �i�i Oi�i�i� �i�i�0i`i�i�i� �i�i�i�i i i i �i4�i i�i�i i i�i0 � i�i� J� �i i� �i i �������������� � OAS � J� � J�64D �i D4 � J� 4 �'.•�OL � J�4 �. �i� J� �, OJi � � � � 00� � JPO �'J� �'� 3x4 4 1.5x4 II 3x4 Scale = 1:18.9 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 1 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 4 BC 0.46 Vert(CT) n/a n/a 999 BOLL 0.0 ! Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3 n/a n/a BCDL _ 10.0 Code FBC2020/TPI2014 Matrix-S I Weight: 38lb 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 telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 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. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-320/428 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0.0, Extedor(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-3-4 zone; 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 except (jt=lb) 4=168. I i 0 34869 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: November 10,2021 WARNING - Ven:y design parameters arM REAL? NDTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI1-7473 rev, Sr1912020 BEFOREUSE 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing RAe is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mrrk' fabrication. storage, delivery, erection and bracing of Trusses and Truss systems, see ANSI?P/} Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 i �_- a Symbols PLATE LOCATION AND ORIENTATION -01 14-13/4' 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. �'I/1I1fi� T1 I For 4 x 2 orientation, locate plates 0- '11s' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 of O O IL F-- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS a 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 'K. MiTek (& MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSUTPI 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 puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 fl. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSVTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.