Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKfs Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P m ek RE:1501 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Cus„omer Info: Gentile Construction Project Name: 1501579 Model: .. Lot/Block: Subdivision: .. Ad ess: 205 40th Street ' City Fort Pierce State: Florida Na Ile Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Add �less: r itvN11 State: Ge11eral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loa ing Conditions): D 1'gn Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.2 9CA�Ji �� Wi ITCode: ASCE 7-10 Wind Speed: 160 mph,��� Ro Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, Truss Design Drawings and 0 Additional Drawings. Wit' my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet con', ,orms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No! Seal# Truss Name Date 1 ll IT15382780 Iciol 10/22/18 2 11 IT15382781 ICJ02 J 10/22/18 3 i IT15382782 ICJ03 10/22/18 4 1 IT15382783 JEJ01 110/22/18 1 5 I IT15382784 JEJ02 10/22/18 6 1 IT15382785 IHJ01 10/22/18 7 ill IT15382786 IT01 10/22/18 8 IT15382787 IT02 10/22/18 9 Ill 111 IT15382788 IT03 10/22/18 10 111 IT15382789 IT04 10/22/18 11 1111 IT15382790 IT05 10/22/18 12 T15382791 IT06 10/22/18 13 11 IT15382792 IT07 10/22/18 14 � � T15382793 lV01 10/22/18 15 T15382794 IV02 10/22/18 16 N I T15382795 I V03 1 10/22/18 1 FILE COPY uss drawing(s) referenced above have been prepared by MiTek Inc. under my direct supervision based on the parameters led by Builders FirstSource - Plant City. I Design Engineer's Name: Velez, Joaquin -ense renewal date for the state of Florida is February 28, 2019 )RTANT NOTE: The seal on these truss component designs is a certification engineer named is licensed in the jurisdiction(s) identified and that the comply with ANSI/TPI 1. These designs are based upon parameters (e.g., loads, supports, dimensions, shapes and design codes), which were MiTek. Any project specific information included is for MiTek's customers rence purpose only, and was not taken into account in the preparation of esigns. MiTek has not independently verified the applicability of the design �ters or the designs for any particular building. Before use, the building designer verify applicability of design parameters and properly incorporate these designs overall building design per ANSI/TPI 1, Chapter 2. % POki I N VET No 68 STATE OF Joaquin Velez PE Mo.68182 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T15382780 161579 CJ01 JACK -OPEN 12 1 Job Reference o tional nc, 9n1A Pane 1 twociers t-Ir@tsource, rlant guy, rL 00000 ID:ZJ in IcpsWsklaCJT03kh3CzRpdS-zpdSgkhYjx?ztiHthJkm aHa_7c4 GP Wg5ddzZWCyQvX? 1-0-0 1-0-0 2x4 = Scale = 1:6.1 LOADING TCLL TCDL BCLL BCDL i(psf) 20.0 7.0 0.0 110.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CS1. TC 0.08 BC 0.01 WB 0.00 Matrix -MP DEFL. in (loc) I/deft L/d Vert(LL) -0.00 5 >999 360 Vert(CT) -0.00 5 >999 240 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% LUMBER-q BRACING - TOP CHO . D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT'CHd D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIO ' S. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=33(LC 8) Max Uplift 3=-4(LC 12). 2=-91(LC 8) Max Grav 3=10(LC 3), 2=118(LC 1), 4=12(LC B) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A (6) CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat, ll; Exp S; Encl., GCpi=d ii, 8; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1. 0 plate grip DOL=1.60 2) This tnj s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t , ss 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 b eitween the bottom chord and any other members. 4) Refert girder(s) for truss to truss connections. 2. 5) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, The of this component for any ' N 6) This m suitability and use ```,�011�1+11 riufactured product is designed as an individual building component. av ANSI TPI 1 by the building code. particul r building is the responsibility of the building designer per as referenced E N No 68182 ='OC 'x •• : (U : ST OF �53 .� _�: �,FS• 0R1.• Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 Iri I WARNG - Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �• Design lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s stem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building, lesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is alway,7l�Fequtred for stabildy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricati T rmatio)on and bracing titute, 218 N. Lee Street, Suite 312, Alexandria,A2331 ANSIITPIII 24 Tampa, FL36610 Quality Criteria, DSB-89 and SCSI Building Component e East Blvd. Safety h n available fromTruss PlateIns I Job s Truss Truss Type Qty Ply T15382781 1501579 CJ02 JACK -OPEN 12 1 Job Reference (optional) R oon 0ct R 201R MiTo4 inrtuctri— Inc Mon Oct 22 09:01:35 2018 Pagel Builders Fi stSource, Plant Ggy, Jr-L. 33bbti - --- - --' ' - ID:ZJinlcpsWsklaCJT03kh3CzRpdS-ROBg23iAUF7gVss4FOF?7V69tOPMezwEsHj72fy0vX_ -1-0-0 3-0-0 1-0-0 3-0-0 N d 2x4 = Scale = 1:9.4 Plate Offs is X Y -- 2:0-2-14 0-0-10 LOADING TCLL (psf) 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.08 DEFL, in (loc) Well Ud Vert(LL) 0.01 4-7 >999 360 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL BCDL 0.0 ' 10.0 Rep Stress Incr YES Code FBC2017/TP12014 WB 0.00 Matrix -MP Horz(CT) -0.00 3 n/a n/a Weight: 11 lb FT = 20% LUMBER11 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCH D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIOI S. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical Max Horz 2=60(LC 8) Max Uplift 3=-38(LC 12), 2=93(LC 8). 4=-3(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: (6) 'SCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi= j18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 '60 plate grip DOL=1.60 2) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t , ss 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 I etween the bottom chord and any other members. 4) Refer t 1 5) Provid�lmechanical 11 girder(s) for truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any %``PQU IN V . F� building is the of the building designer per ANSI TPI 1 as referenced by the building code.�\•C•f•E particular responsibility SF•. .� No 68182 "�•• ST OF •�` •�'��.5�� O R, oQ: N .,���,S;o Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 A - Designl iING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. alid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an IndMduai building component, not Y a WssI stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buckling individual truss web and/or chord members only. Additional temporary and permanent bracing WOW building is alw design. Bracing Indicated is to prevent of i required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricat on, storage, delivery, erection and bracing oftmsses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetv.�Are ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type QtY PIY T15382782 1501579 CJ03 JACK -OPEN 12 1 Job Reference (optional) — .. r,... G OM G RTTe4 In.inclriee I- Minn ncf 99 09,0136 2018 Paae 1 tsuuaers rg1,taource, riern "'y, — ­.. ID:ZJinlcpsWsklaCJT03kh3CzRpdS-vCICFPioEYFh6ORGpknEgifH QiHtQA04xSgZ5yQvWz -1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:12.7 2x4 = Plate Offs 'is X Y -- 210-0-6 Ed e LOADING TCLL (psf) 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.31 DEFL. in (loc) I/deft L/d Vert(LL) 0.05 4-7 >999 360 PLATES GRIP MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.06 4-7 >999 240 BCLL BCDL 0.0 10.0 Rep Stress Incr YES Code FBC2017/TPI2014 WB 0.00 Matrix -MP Horz(CT) -0.00 3 nits n/a Weight: 17 lb FT = 20% LUMBER� TOP CHO„ BRACING - D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO I S. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63IMechanical Max Horz 2=87(LC 8) Max Uplift 3=-70(LC 12), 2=-111(LC 8), 4=-4(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCE& (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: A,SCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi= !18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11 g0 plate grip DOL=1.60 2) This trliss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This trlss 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 ti tween the bottom chord and any other members. 4)Refer t girder(s) for truss to truss connections. ��B1I111t� 4 5) Provid (mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, except Qt=lb) 2=111.1 6) This ml ,.% PQUIN �lufactured product is designed as an individual building component. The suitability and use of this component for anyt✓•E N S'�•.� particul r building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ``� �,• �\ i No 68182 i .44/ 3 ST OF 'a,eo��SS O R ND-"* Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 I Date: October 22,2018 WAI WING • Verily design parameters and READ NOTES ON THIS AND INCLUDED ..REFERENCE PAGE MIJ-7473 rev. 10/03/2015 BEFORE USE. Design ialid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not mill, e truss �l �rsla.. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p ,M buildirgydesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is alwall required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabricaF n, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetvl hformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply T15382783 1501579 EJO1 JACK -PARTIAL 9 1 Job Reference (optional) 20 0 6 2018 M'Tek Industries Inc Mon Oct 22 09 01 37 2018 Page 1 Builders Fi Plant City, FL 33566 8.2 s ct ID:ZJinlcps WsklaCJT03kh3CzRpdS-OOJbSlj R7sNYk90SMRITCwCMspzrclQXJbCE6XyQvwy 7-0-0 1-0-0 7-0-0 3x4 = LOADINd, (psf) SPACING- 2-0-D CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.17 4-7 >489 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.22 4-7 >371 240 BCLL j 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017IrP12014 Matrix-MSH TOP BOT NOTES- 1) Wind: 2) This ti 3) ` This will fit 4) Refer 5) Provic 3=102 6) This n 2x4 SP No.2 2x4 SP No.2 S. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=114(LC 8) Max Uplift 3=-102(LC 12), 2=-131(Lc 8), 4=-3(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1). 4=124(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (6) 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., 18: MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber ;0 plate grip DOL=1.60 s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 tween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) =131. iufactured product is designed as an individual building component. The suitability and use of this component for any r building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 'ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. slid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing required for stability and to prevent collapse with possible personal Injury and property damage. Far general guidance regarding the t, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. `,%►IIII11111111 NOPQUtN V��� No 68182, lirc Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job s Truss Type Qty Ply T15382784 1�01579 FEJu1s2 JACK -PARTIAL 7 1 Job Reference (optional) 0 22 09'01'36 2018 Pa e 1 Builders FI istSource, Plant City, FL 33566 �I a 3x4 = 7-0-0 8.220 s Oct 6 2018 MITek Industries, Inc. on cl . . g ID:ZJ inlcpsWsklaCJT03kh3CzRpdS-sbtzg5k3mAWPMJbfw9pil7kXNDJZLKfhYFxnezyQv Wx LOADIN � (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.70 Vert(LL) 0.18 3-6 >462 360 TCDL 1 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.23 3-6 >356 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017IfP12014 Matrix-MSH LUM TOP BOT NOTES- 1) Wind: 2) This tl 3) ' This will fit 4) Refer 5) Provic 2=10: 6) This n 2x4 SP No.2 2x4 SP No.2 3. (lb/size) 1=257/0-8-0, 2=167/Mechanical, 3=90/Mechanical Max Horz 1=94(LC 8) Max Uplift 1=-75(LC 8), 2=-103(LC 8), 3=-4(LC 8) Max Grav 1=257(LC 1), 2=167(LC 1), 3=125(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scafe: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ICE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., 18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber iO plate grip DOL=1.60 s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Iss 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 tween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) lufactured product is designed as an individual building component. The suitability and use of this component for any r building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,%%,I III1f11lII �� P001 N ��, ,O ' � CAE N S • �� ,i�r No 68182 �%�• S OF441 S1111111"ON A� S'.%o Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22.2018 . ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. yyl� Design alid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �d a tmss� ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildin idesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is elwa requved for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrics 4n, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BC61 Building Component 6904 Parke East Blvd. Safety, gformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 III Job � Truss Truss Type Qty Ply T15382785 1�01579 HJ01 DIAGONAL HIP GIRDER 6 1 Job Reference o tiona ne..., n..r �� no•n�•en �n�a a�o 1 Builders 1rce, Plant City, FL 33566 o.zz. s vu o c� a rvu 1 cn In us„,00, ,nc. ,.,on ...., •.. _y_ ID:ZJinlcpsWsklaCJT03kh3CzRpdS-oz-j5nlJlnm7bdkl2ZrAgYpwC1 VpAzz?YQuisyQvWv 11-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 3x4 = 7-9-1 Scale= 1:21.2 to LOADING' TCLL TCDL BCLL BCDL (psf) 20.0 7.0 0.0 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.59 WB 0.27 Matrix-MSH DEFL, in (loc) I/deft L/d Ver-I 0.13 6-7 >904 360 Vert(CT) -0.23 6-7 >521 240 Horz(CT) 0.01 5 n/a nla PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER BRACING - TOP CHO O 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHO D 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 4=139/Mechanical, 2=503/0-10-15, 5=332/Mechanical Max Horz 2=114(LC 4) Max Uplift 4=-85(LC 4), 2=-240(LC 4), 5=-117(LC 8) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO�D 2-3=-1106/421 BOT CHO D 2-7=-472/1054, 6-7=472/1054 WEBS 3-7=-108/413, 3-6=1146/513 I NOTES- , (8) 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=- 118; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru 'Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This t ss 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 4) Refer toilgirder(s) the bottom chord and any other members. ,��� �+f� for truss to truss connections. �0� 4�0 5) Provide�rnechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) ,�� 00 IN 2=240, =117. ��` OP, , Ci E S'�•.? �i� 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 36 lb up at ♦♦♦ ,• �\ 4-2-15, 2 lb down and 36 lb up at 4-2-15, and 55 lb down and 77 Ib up at 7-0-14, and 55 lb down and 77 lb up at 7-0-14 on top chord, and 5 lb down and 6 lb up at 1-4-15, 5 lb down and 6 lb up at 1-4-15. 18 lb down and 12 lb up at 4-2-16, 18 lb down and 12 No 68182 ••� lb up atl 14-2-15, and 36 lb down and 19 lb up at 7-0-14, and 36 lb down and 19lb up at 7-0-14 on bottom chord. The +: * k designh election of such connection device(s) is the responsibility of others. _ 7) In the L ^'AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .� ' 8) This ma'I ufactured product is designed as an individual building component. The suitability and use of this component for any S O F particul building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. O'. ��� LOAD CA 1) Dead + •;C� O R 1 O P .• \�,� E(S) Standard Roof Live increase=1.25, Plate increase=1.25 Uniform Loads(plf) '�SS�O N AIII, 4(balanced):80Lumber Concen rioted Loads (lb) No.681 2 Vert: 10=7(F=-4, B=-4) 11=3(F=-1, B=-1) 12=76(F=-38, B=-38) 13=2o(F=10. 8=10) 14=-69(F=-34, B=-34) Joaquin Velez PE No.68182 MITek USA, Inc. 34 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 A WARj�Y G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �° Design vll�elid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss s)slem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall /� building Esign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatto 1, 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 In„ormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T15382786 1501579 T'u HIP GIRDER 1 1 Job Reference o lions/ nn.,o nor _, i..a. ,..1—,. r.... "Ann n,l 99 no•n1-d9 9n1R Pnnr±'I bunaers riarn tiny, —.- 2 ST1.5x8 STP = 3x6 = 3-10-14 4.00 12 3-1-2 0-6-0 -6-0 3-1-2 3-10-14 1-0-0 Scale = 1:27.7 5x8 = 7 3 8 4 LJ 5 Im 6 cs 9 6 10 s s 3x6 11 ST1.5x8 STP = 3x6 = Plate Offs '♦s X Y -- 2:0-3-0 Ede 4:0-3-0 Ed e LOADING I (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.11 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.21 2-6 >816 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(CT) 0.05 4 n/a n/a BCDL : 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 52 lb FT = 20% TOP CHORD 2x4 SP M 31 BOT CHO D 2x4 SP No.1 WEBS it 2x4 SP No.3 (lb/size) 2=1150/0-8-0, 4=1146/0-8-0 Max Horz 2=-42(LC 13) Max Uplift 2=-497(LC 4), 4=-495(LC 5) FORCES! II (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3=-2570/1016, 3-4=-2570/1016 BOT CHO D 2-6=-909/2361, 4-6=-909/2361 WEBS III 3-6=-247/966 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-9 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-8 cc bracing. NOTES- III (8) 1) Unbala ced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi ,J18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This t s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This st ✓(ss 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 tetween the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Jt=1b) 2=49711 =495. 6) Hange s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 241 lb down and 188 lb up at 7-0-0, �1d 241 lb down and 188 lb up at 7-11-4 on top chord, and 372 lb down and 169 lb up at 7-0-0, and 372 lb down and 169 lb up at 7ii11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LpAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) This ma ,i Lifactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CP 'SE(S) Standard 1) Dead oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (pif) Vert: 1-3=-54, 3-5=-54, 2-4=-20 Conce rated Loads (lb) Vert: 7=-174(F) 8=-174(F) 9=-372(F) 10=-372(F) 0, ,,,♦�I l l l l l 1,►111 , ° PQU I N VFW 'GEN, No 68182 cc •� S I • e �•,, ;0 N A` SO`' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 WA 1 ING - Verf(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �" Design alid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss) ystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall buildin esign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` is alwa required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrics 8n, 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. Safetvl "formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 II Job Truss Truss Type Qty Ply T15382787 1ZO1579 11 T02 HIP GIRDER 2 1 Job Reference (optional) 8 22n c nrt 6 2018 MiTek Industries. Inc. Man Oct 22 09:01:44 2018 Pagel Builders r rstouurue. Warn'ny,- ID:ZJinlcpsWsklaCJT03kh3CzRpdS-gkEEw8pgMOGZ4E2oHPw6 0_WReMKIvCZwAO5sdyQvWr 1 0 0 13 2 0 19-4-0 26-4-0 274-0, r1 p Q 13-2-0 6-2-0 7-0-0 1-0-0 Scale: 1/4"=1' 4xl0 MT20HS = 4x10 MT20HS = 4.00 12 3x4 = 3 11 12 4 13 14 5 N n N N 6 N 2 7 N N�77 1 c'1 II o' Si STP = - 15 16 10 17 9 19 19 a 20 21 ST1.5xa STP = III I1.5x8 3x12 MT20HS % 3x6 = 6x121vT20HS = 3x6 = 3x12 MT20HS 10-1-0 16-3.0 26-4-0 10-1-0 6-2-0 10-1-0 Plate Off ets (X Y) 12'0 3 13 0 1 8j,j3'0 5 0 0 1 131 15'0-5-0 0-1-131,16.0-3-13 0-1-8j LOADING TCLL (psf) 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.86 DEFL. In (loc) I/deft Lld Vert(LL) 0.32 2-10 >975 360 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.57 2-10 >542 240 MT20HS 187/143 BCLL BCDL j 0.0 10.0 Rep Stress Incr NO Code FBC2017frP12014 WB 0.64 Matrix-SH Horz(CT) 0.10 6 n/a n/a Weight: 127 lb FT = 20% LUMBER, BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CH( {(RID 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 'I 2x4 SP No.3 REACTI NS. (lb/size) 2=201510-8-0, 6=2013/0-8-0 Max Horz 2=40(LC 8) Max Uplift 2=-844(LC 4), 6=844(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-4962/2041, 3-4=-5979/2372, 4-5=-5980/2372, 5-6=-4963/2041 BOT CHORD 2-10=-1889/4655, 8-10=-2592/6470, 6-8=-1856/4655 WEBS 3-10=-521/1670, 4-10=6741396, 4-8=672/395, 5-8=-521/1671 NOTES- (10) 1) Unbalanced 2) Wiind:ASCE roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. Il; Exp B; Encl., GCpi= MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid ,.18, 'li adequate drainage to prevent water ponding. 4) All plat 5) This tniss ``�, s are MT20 plates unless otherwise indicated. r, I�♦ t N �/�< has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ♦ j♦ • psf been designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦♦ 6) This fit as has a of etween the bottom chord and any other members. •• �\ C E•N S'11 ♦ice will 7) Provid :� mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=644, • = I 844. No 68182 8) Hange ( or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 199 lb up at h �� . 7-0-0. down 11 lb down and 107 lb up at 9-0-12, 111 lb down and 107 Ito up at 11-0-12, 111 Ito down and 107 lb up at 13-2-0, 111 lb _ End 107 lb up at 15-3-4, and 111 lb down and 107 lb up at 17-3-4, and 221 lb down and 199 lb up at 19-4-0 on top chord, and 37 Ib down and 169 Ib up at 7-0-0, 84 lb down and 23 lb up at 9-0-12, 84 lb down and 23 lb up at 11-0-12, 84 lb down and 23 9 '. lb up 6 •: 1 13-2-0, 84 lb down and 23 lb up at 15-3-4, and B4 lb down and 23 lb up at 17-3-4, and 372 lb down and 169 Ito up at i S F 4(/� 19-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. back 9) In the ITOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or (B).♦'T�'.0 • O R The of this component for any S ....... 10) This anufactured product is designed as an individual building component: suitability and use ♦ lar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ♦♦j0 parti IN A` LOAD CASE(S) 1) Dead Standard 4 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6 Unifo MiTek U A, Inc.IL Carl Loads (plf) MiTek USA, I. FL Carl 6634 Vert: 1-3=-54, 3-5=-54, 5 7=-54, 2-6=-20 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 ® wAI }DING - Vedfy daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 1010312015 BEFORE USE. • Design 'valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss. _� stem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall buildin .design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwa required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrics on, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nfonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 ii Job Truss Truss Type Qty Ply T15382787 1501579 T02 HIP GIRDER 2 1 Job Reference (optional) ne..,, n,a oo no•ni.Ar. oni A P,no 9 Builders Firotbource, Ylant uily, FL aa000 ID:ZJ inlcpsWsklaCJT03kh3CzRpdS-9xocBUpS7JOQiOd7g7RLXcXhA2iZUMSi9g8f 03yQvWq LOAD CA E(S) Standard Content iated Loads (lb) Ii ert: 3=-174(B) 5=174(B) 4=-111(B) 11=-111(B) 12=111(B) 13=-111(B) 14=-111(B) 15=-372(B) 16=-68(B) 17=-6B(B) 18=-68(B) 19=-68(B) 20=-68(B) 21=-372(B) &WA NING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110I.7473 rev. 10/03/2015 BEFORE USE. �r Design li�all 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 buildin 6idesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek' is alwa ' required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrics Ion, 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 iu Job Truss Truss Type sty Ply T15382788 1501579 T03 HIP 2 1 Job Reference c tional r-a„-r.,— i.,.: nn.,,, nor ),) na.m .ar 7n1 A cane 1 builders I-Jrstbource, rent L ny, rt_ o0000 1-046, 5-8-5 3-3-11 4-2-0 4-2-0 3-3-11 5-8-5 '1-0-0 Scale: 1/4"=l' 4x6 = 4x6 = 3x4 = 4.00 12 4 5 6 2x4 2x4 7 3 N N_ C�1 tIl 8 2 9 N j i • O O 12 11 10 ST1.5x8 STP = S .5x8 STP = 3x8 = 3x4 = 3x8 = 3x6 = 3x6 = 9-0-0 17-4-0 26-4-0 9-0-0 8-4-0 9-0-0 plate nffe is IX Yl— r20-3-O.Edoel. r8:0-3-O.Edael LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Verl -0.17 2-12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.37 2-12 >826 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.09 8 n/a nla BCDL 10.0 Cade FBC2017/TPI2014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 117 Ito FT = 20% LUMBER BRACING - TOP CH ,j2D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 4 15 oc purlins. BOT CH (2D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. WEBS 2x4 SP No.3 REACTI S. (lb/size) 2=1022/0-8-0, 8=1022/0-8-0 Max Horz 2=50(LC 16) Max Uplift 2=-391(LC 8), 8=-391(1-13 9) FORCES (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CH, RD 2-3=-223611496, 3-4=-195411272, 4-5=-1840/1245, 5-6=-1840/1245, 6-7=-1954/1272, 7-8=-2236/1496 BOT CH D 2-12=-1307/2073, 10-12=-1186/2005, 8-10=-1321/2073 WEBS 3-12=-294/338, 4-12=-226/433, 5-12=-307/201, 5-10=-307/201, 6-10=-225/433, 7-10=-2941337 NOTES -III (7) 1) Unbal cad roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat, ll; Exp B; Encl., 18; MWFRS and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber �{{111111� GCpi= DOL= (envelope) I�60 plate grip DOL=1.60 PQV I N 3) Provide ,�� i1 adequate drainage to prevent water ponding. � ,Q . • �•E•N car, other live loads. �\ Sn�'., �i� 4) This t as has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any `� •.• 5) • Thisi, 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 will fit ifLlss • etween the bottom chord and any other members. No 68182 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) * �• .• 2=391, 7) This 8=391. anufactured product is designed as an individual building component. The suitability and use of this component for any partiCILear building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code, s 13S)fi Q F 0-0. 10 R 1, . ��j ��• .fillet Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 WA NING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Desig a truss I alid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not System. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall —{g' —�• buildo)' is alw design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ajrs required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M!Tei k' fabric on, storage, deliv, erection and bracing oftrusses and truss systems, see ANSIITP11 quality criteria, DSB-89 and BCSI Building Component ery 5904 Parke East Blvd. Safety nformation available Irom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 it Job Truss Truss Type Oty Ply T15382789 1301579 T04 HIP 2 1 Job Reference (optional) M..., n0•f11 -AR 7f11 A Perna 1 builders FIrptD0tlrce, f-lant uny, rL JJ000 ---- - --- - --'- ""' ---'-- -- 5-11-3 5.0-13 4-4-0 5-0-13 5-11-3 '1-0-0 Scale: 1/4"=T Sx6 = 5x6 = 4.00 12 4 5 2x4 2x4 6 3 ci M 7 8 N d 11 10 9 ST 5x8 STP = = = 4x6 3x4 4x6 ST1.5x8 = STP = 3x6 3x6 9-2.6 17-1.10 264-0 9-2.6 7-11-4 9-2-6 Plate Offs 's X Y - 2:0-3-14 0-1-8 7:0-3-14 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deb L/d PLATES GRIP TCLL i 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.35 7-9 >882 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.53 2-11 >581 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.08 7 n/a n/a BCDL 110.0 Code FBC2017ITP12014 Matrix-SH Weight: 106lb FT=20% LUMBER- CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHO D 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 2=1022/0-8-0, 7=1022/0-8-0 Max Harz 2=60(LC 16) Max Uplift 2=-383(LC 8), 7=-383(LC 9) FORCE& (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-2244/1540, 3-4=-1913/1267, 4-5=-1606/1174, 5-6=-191311267, 6-7=2244/1540 BOT CHO D 2-11=1350/2083, 9-11=-917/1606, 7-9=-1364/2083 WEBS 3-11=-437/426, 4-11 =-1 74/437, 5-9=-174/437, 6-9=-437/426 NOTES- (7) 1) Unbalal iced roof live loads have been considered for this design. 2) Wind: 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat, 11; Exp B; Encl., GCpi=, 18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1' 0 plate grip DOL=1.60 3) Provide(adequate drainage to prevent water ponding. 4) This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tiss 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 4 iitween 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=383,, =383. 7) This m , nufactured product is designed as an individual building component. The suitability and use of this component for any particuir building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. tttitlllil►���,, .`��OP'Qki IN Vic<<c E•N No 68182 a * e S O F 441 ♦ e ♦♦''O�ss� O R 1 Cl ��\��` Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 .._.......... IIII........ WA KING -Verify design parameters and READ NOTES ON THIS AND INCLUDED.. REFERENCE PAGE MIL7473 rev. 10/03/2015 BEFORE USE. I �` Design�i iiaiid for use only with MI7ek® 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 iTek' is alwa required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcat{9n, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety [nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job II Truss Truss Type Oty Ply T15382790 1501579 Tru HIP 2 1 Job Reference o lional R 22n s nrt i; 9018 MiTek Industries. Inc. Mon Oct 22 09:01:50 2018 Page 1 nu9cers re � taource, rid A iy, rL o0000 l.-- - ID:2JinlcpsWsklaCJT03kh3CzRpdS-VubVBClbxs0io9Vydg1 WEfEbX3Lg9h6S16r03Hy0vWl 13.4.0 -1 0 7_3_6 13.0.0 13 19.0.10 26.4-0 7-4-0 1 7_3_6 5.8-8 0• - 5.8.9 7-3.6 1. 1.0 0.2.0 Scale: 1/4"=1' 4.00 12 2x4 \\ 2x4 3 5 I 6 2 7 'n N 1 I.- d d I 10 9 8 III T1.5x8 STP = 3x4 = 3x4 = 3x4 = ST1.5x8 STP = 3x6 = 3x6 = 9-0-7 17-3.9 264-0 9-0-7 8.3-2 9-0-7 Plate Offst s X Y— 2:0-3 0 Ed a 6:0-3-0 Ed e LOADING �psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.16 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.37 2-10 >828 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.08 6 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix-SH Weight: 110lb FT=20% LUMBER- BRACING - TOP CHOF D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHOF D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS I 2x4 SP No.3 REACTIO S. (lb/size) 2=1022/0-8-0.6=1022/0-8-0 Max Horz 2=-71(LC 17) Max Uplift 2=-371(LC 8), 6=-371(LC 9) FORCES. - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH O I(lb) D 2-3=2205/1502, 3-4=1970/1385, 4-5=-1970/13B5, 5-6=-2205/1502 BOT CHORD 2-1 0=-1 304/2028, 8-10=-786/1376, 6-8=1315/202B WEBS 3-10=371/419, 5-8=371/419, 4-10=402/660, 4-8=402/660 NOTES- I i(6) 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A ,ICE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=O; i8; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1. 0 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tr "as has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit biit6en the bottom chord and any other members. 5) Provide I a echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=371, .371. 6) This ma ilfactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. lllllllll/�� PQU IN V Ec, �0 EN3. No 68182 a 0�.. S C F ` . 1111111111111011 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 A WAR ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,01.7473 rev. 10/03/2015 BEFORE USE. Design v, lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Bet a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ' building c esign. 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 fabricalio iI, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 'I Truss Truss Type Qty Ply T15382791 1501579 T06 COMMON 5 1 Job Reference o tional ne..., n i oo no•n4—) antA Por,c 1 Builders Fir${Source, Plant Glty, t-L 33bbb ID:ZJin IcpsWsklaCJT03kh3CzRpdS-RHj GCtvfTTG Q1 TfLl53_J4Jx7sOBcbbkm QKWBAyQvWj ­_n 77-4-n. 7-u-U 1-0-OI 1 r-o-o 7-3-8 ��-<'� 5-10-9 5-10-8 7-3-8 1-0-0 Scale = 1:46.8 4x6 — 4 4.00 12 2x4 \\ 2x4 3 5 0 4 6 7 d 10 9 8 0 ST1 $x8 STP = 3x4 = 3x4 = 3x4 = ST1.5x8 STP = I x8 = $ 3x6 = 9-0-7 17-3-9 264-0 ".I 9-0-7 B32 9-0-7 Plate Offset X Y -- 2:0-3-0 Ed a 6:0-3-0 Ed e LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL b.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.16 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.37 2-10 >829 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.08 6 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-SH Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHOR,� 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOTCHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10.15 oc bracing. WEBS 2x4 SP No.3 REACTION . (Ib/size) 2=1022/0-8-0, 6=1022/0-8-0 Max Harz 2=71(LC 12) Max Uplift 2=-371(LC 8), 6=-371(LC 9) FORCES. 'I{Ib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORQ 2-3=-2205/1501, 3-4=-1970/1386, 4-5=-1970/1386, 5-6=-2205/1501 BOT CHOR 2-10=-1303/2028, 8-10=-786/1376, 6-8=-1315/2028 WEBS 4-8=-403/660, 5-8=-371/419, 4-10=-403/660, 3-10=-371/419 NOTES- 6) 1) Unbalanc'd roof live loads have been considered for this design. 2) Wind: AS ;; E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.1 ; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.li iplate grip DOL=1.60 3) This trus' ,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. IN 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 % PQv will fit bet11 Ban the bottom chord and any other members. 5) Provide Igchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) : , •• �\ G E•N SF•.;� �s� 2=371, 6-' 371. 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any No 68182 •.• particular 60ding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .`. * �� : !r ''0 ,4 . O F ' 4 " r.0i�'',�SS( O R , O N fie ON A Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 INARNII�G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 101031201E BEFORE USE. Design valiQ.Ifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss systke - Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nat building de i�gn. 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; j$torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info „ tnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job s Truss Truss Type Qty PIY T15382792 1501579 T07 Common 1 1 Job Reference (optional) n 220 a 201 a n -I, 1-1 flioc Inc Mnn Ort 22 09,01:54 2018 Pace 1 t3utcers h lrtSeurce, Oct..—. Plant city, FL 33566 ...�_,. .. ---._..... ID:ZJinlcpsWsklaCJT03kh3CzRpdS-Ogr01Zw574XBHnpjsW5SOVPGggmv4Xdl DkpdC2yQvWh 7.6-0 15-0-0 7-6-0 7-6-0 Scale = 1:25.9 46 = 2 4.00 12 N_ d N i 1 3 ' l�2 14 0 o s 4 6' s it C 3x6 = 2x4 11 ST1.5x8 STP = ST1 5x8 STP = 3x6 = 7-6-0 15-0-0 7-6-0 7-6-0 Plate Offse '5 (X Y) (1.0 1 14 0-0-21 LOADING I!psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.09 1-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.17 1-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.13 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Weight: 49 lb FT = 20% LUMBER- BRACING. TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHOF 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 1=530/0-8-0, 3=530/0-8-0 Max Harz 1=38(LC 12) Max Uplift 1=-168(LC 8). 3=-168(LC 9) FORCES. I(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOF D 1-2=-996/683, 2-3=-996/683 SOT CHOF D 1-4=-548/881, 3-4=-548/881 WEBS 24=-30/339 NOTES- (6) 1) Unbalan ied roof live loads have been considered for this design. 2) Wind: Al CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=O.. 8; MWFRS (envelope) and C-C Extericl zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1IS, 3) This truhas plate grip DOL=1.60 �, f been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. !I �rI 4) • This ts ,,��1 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 � P(�U�N �/�� el will fit bel een the bottom chord and any other members. Ci E N �i, 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) `�� •• �� S F•.� 1=168, 3 168. 6) This ma ufactured product is designed as an individual building component. The suitability and use of this component for any No 68182 •• by building particular building is the responsibility of the building designer per ANSI TPI 1 as referenced the code. .. * �• k �x ��•• S OF '�Z •� . Joaquin Velez PE No.68182 MITek USA, Inc. Ft. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 I WAR 11G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill rev. 10/03/2015 BEFORE USE. Design val.J for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss sys building em. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always 'ak'aaaF,,,:,,squired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricationlrstorage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inf, Imation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 III Job Truss Truss Type Qty Ply T15382793 1�01579 Vol Valley 1 1 Job Reference 0 tional 1 R290 s Oct 6 2018 MiTek Industries, Inc. Mon Oct 22 09:01:55 2018 Page 1 Buncers rtr tocutce, nanr any, r-L- ID:ZJinlcpsWsklaCJT03kh3CzRpdS-ssOOEvxjmOf?uwOwQDchxjxbS4EvpOtBSOZBkuyQvWg 2-0-0 4-0-0 � z-o-o z-o-o Scale = 1:7.4 4.00 12 2 3 i 1 i 4 6 d 2x4 2x4 4-0-0 3-11-4 Plate Offse X Y -- 2:0-2-0 Ed e LOADING psf) SPACING- 2-0-D CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 1,17.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a Weight: 9 lb FT = 20% BCDL 0.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORp 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTION (lb/size) 1=78/3-10-8, 3=78/3-10-8 Max Horz 1=-6(LC 17) Max Uplift 1=-25(LC 8), 3=-25(LC 9) FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- TES- 7) nc'1d roof live loads have been considered for this design. 2) Wind: AS GCpi=0.1 E 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. Il; Exp B; Encl., ; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL: 1.6 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss �kas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This tru s 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 be, Ban the bottom chord and any other members. `� ! /, 6) Provide ' echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ��� , is designed as an individual building component. The suitability and use of this component for any j N V�� 7) This man particular "f actured product P(,�U uilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •E,N • • ��� ,� in, i No 68182 • ST OF '•� ` r N AO -- Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cent 6634 l 6904 Parke East Blvd. Tampa I'L 33610 Date: October 22,2018 WAR. - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. for MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �tl Design vain a truss syst use only with Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des is always re T. on. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,' orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info„ . ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type Qty Ply T15382794 1501579 V02 Valley 1 / 1 Job Reference o .:anal i.,.. Mnn not 99 f10•rt•I•F7 9fNA Pa r± 1 Builders I-Irptbource, r•lant uny, rL 00000 Y a 6 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO OTHERS FORCES. 4-0-0 4.00 12 2x4 2 4 ID:ZJinlcpsWsklaCJT03kh3CzRpdS-oE W8fbz_I7vj8EYIXef9081 w4tvU HwRUvi2HPNyQv We 8-0-0 4-0-0 4x6 = 2x4 II if) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d .0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 .0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 .0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a .0 Code FBC2017/TPI2014 Matrix-SH BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=96/7-10-8, 3=96/7-10-8, 4=26217-10-8 Max Horz 1=15(LC 12) Max Uplift 1=37(LC 8), 3=-39(LC 13). 4=-69(LC 8) Max Grav 1=100(LC 23), 3=100(LC 24), 4=262(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 2x4 Scale = 1:14.6 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- �7) 1) Unbalan d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp 8; Encl., GCpi=0.1p; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6 Ipaate grip DOL=1.60 3) Gable re hires continuous bottom chord bearing. 4) This trus 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru Is 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 bed�"°{{een the bottom chord and any other members. 6) Provide rd';gchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This mahllufactured product is designed as an individual building component. The suitability and use of this component for any particular�uilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �o d ,til11II111J. 1���i o%J IN V F< �` �� •'GEMS ��'�'. No 68182 �'• •,. • S OF '/�/� s,•OR1•,C> siO N All t%%, Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101031201S BEFORE USE. !" Design valic Ifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e truss systi m. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p building des gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent'bracing iT®k• is always rejuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sliorage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info l I ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty Ply T15382795 1501579 n V03 Valley 1 1 .. ...... .. .. Job Reference (options) .. ....... ....._,. ..GO 'Jl1�G Done � tiunoers t-IrsTbource, rianr uey, ru a0000 o d N d 6 1 3x4 % 6.0-0 4.00 12 4x6 = 2 4 2x4 II gd9Q N Yhhf3hd5Z6Dhh W?Ip Wm N OXOtGyQ v We 12-0-0 6-0-0 3 3x4 ZZ Scale = 1:19.0 11-11-4 LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL i7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 0.0 Code FBC2017ITP12014 Matrix-SH Weight: 36lb FT=20% LUMBER- i BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS I 2x4 SP No.3 REACTION (lb/size) 1=158/11-10-8, 3=158/11-10-8, 4=433/11-10-8 Max Horz 1=-25(LC 17) Max Uplift 1=-61(LC 8), 3=-64(LC 13), 4=115(LC 8) Max Grav 1=165(LC 23), 3=165(LC 24), 4=433(LC 1) FORCES. Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-273/290 NOTES- 7) 1) Unbalanc' d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.1 ; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6y,Iplate grip DOL=1.60 3) Gable re ulres continuous bottom chord bearing. 4) This trus lhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `, r,, 5) has ive load of 20.Opsf Nn the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PQU V�I t will flit be een the bottom chard andanyother members.,,`�� lb 1, 3 Qt=lb) 6) Provide except echanical connection (by others) of truss to bearing plate capable of withstanding 100 uplift at joint(s) ,�� ,� •, G•• EN d*-. �i 4=115. j `� ,,•\ •� is designed as an Individual building component. The suitability and use of this component for any 7) This man P articular factured product ' uildin Is the responsibility of the building designer per ANSI TPI 1 as referenced b the building code. 9� P Y 9 9 P Y 9 No, 68182 I cc "?�• ST OF 441` %0'��S�C O R�; N A` ECk%0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 22,2018 g WARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Desi n valit for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy4( fn. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Igo building des gn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I1�iTek• is always re juired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infotinatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 I. Symbols Numbering tGeneral PLATE LOCATION AND ORIENTATION 3 ' Center plate on joint unless x, y, 1 /4 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2.3 2. Truss bracing must be designed by an engineer. For lateral braces themselves 10'�1 fi' wide truss spacing, individual WEBS A04 p O= may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cl-s c6-7 css F- designer, erection supervisor, property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIrrPI 1. . connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIrrPI 1. ' Plate location details available in MiTek 20120 NUMBERS/LETTERS. B. Unless otherwise noted, moisture content lumber software or upon request shall not exceed 19% at time of fabrication.. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-1311. ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. _ _ 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal � 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. �DSB=89:Desgt3Standard=for_BraEng.- - - - -- - — - - ci - is_not sufficient-- - - - - - -- - - - - -- -- - -- - — BCSI: Building Component Safety Information, Mle k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIrrPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015