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HomeMy WebLinkAboutTRUSS® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED lwuPile k RE: 18 365 : Indian River Lot 8 r MiTek USA, Inc. Site InfiDrmation: 6904 Parke East Blvd. Custom�er Info: Cooper Ent. Project Name: Lot 8 Indian River Estates Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: Seagrape Drive City: F ,rt Pierce State: FL Name address and License # of Structural Engineer of Record, If there is one, for the building. Name: homas E Audit License #: 31419 Address!: PO Box 562 City: Al' chua State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loadin, j Conditions): Design '1Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind C ), de: ASCE 7-10 Wind Speed: 170 mph Roof L 'I d: 37.0 psf Floor Load: N/A psf This pa �kage includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With m 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. S al# Truss Name I Date No. Seal# I Truss Name Date 1 T14595592 C1 7/18/18 118 IT14595609IT02 7/18/18 12 1 T14595593 I C1 A 1 7/18/18 119 I T14595610 I T03 1 7/18/18 3 1 T f 4595594 I C3 7/18/18 120 IT14595611IT04 7/18/18 4 1 T1114595595 I C3A 7/18/18 121 IT145956121T05 7/18/18 5 1 T14595596 I C3T 7/18/18 122 IT145956131T06 7/18/18 6 1 T14595597 I C5 7/18/18 123 IT145956141T07 7/18/18 7 1 T14595598 I C5A 7/18/18 124 IT145956151T08 7/18/18 8 1 T1,4595599 I C5T 7/18/18 125 IT145956161T09 7/18/18 9 IT114595600IJ6 7/18/18 126 IT14595617IT10 7/18/18 10 IT114595601IJ7 7/18/18 127 IT14595618IT11 7/18/18 11 IT114595602IJ7A 7/18/18 128 IT14595619IT12 I7/18/18 12 IT114595603IJ7T 7/18/18 129 IT14595620IT13 7/18/18 13 1 T14595604 1 K6 1 7/18/18 130 I T14595621 I T14 1 7/18/18 14 1 T14595605 1 K7 7/18/18 131 IT14595622IT15 7/18/18 15 1 T14595606 1 K7T 7/18/18 132 IT14595623IT16 7/18/18 16 IT14595607IT01 7/18/18 133 IT14595624IT17 7/18/18 17 IT14595608IT01A 7/18/18 134 IT14595625IT18 7/18/18 The trussrawing(s) referenced above have been prepared by MiTek U A, Inc. under my direct supervision based on the parameters provided y Ro-Mac Lumber & Supply Inc. Truss D sign Engineer's Name: Finn, Walter 11 My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs co ply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., Toads, supports, dimensions, shapes and design codes), which were given to MiT I k. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these desig s. MiTek has not independently verified the applicability of the design parameters °r the designs for any particular building. Before use, the building desigFer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. DER P o 22839 STATE OF T 0 .• .��, ,- 4 O R, O P *`=,o� LECafte � PE .22839 9Y� Inc. ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 Finn, Walter 1 of 2 REI 181365 - Indian River Lot 8 Site,linformation: Cu tomer Info: Cooper Ent. Project Name: Lot 8 Indian River Estates Model: Lo Block: Subdivision: Address: Seagrape Drive Citv l Fort Pierce State: FL Nol I Seal# Truss Name Date 35 1 JT145956261T19 7/18/18 36 1 IT14595627IT20 7/18/18 37 J I T14595628 I T21 1 7/18/18 38 1 IT14595629 T23 7/18/18 13911 T14595630 T24 7/18/18 2of2 Job Truss Truss Type Qty Ply Indian River Lot 8 1 T14595592 181365 C1 Corner Jack 8 1 Job Reference (optional) Ho -mac Lumoet;& 01.1ppiy Inc., Leesuurg, M aveya 1 ID:hGYhcr48iIV8au1cYTO CO zDvhb-16WKCjwxoDwFNSyXWIFaITA2gpPvzEK?pFWL3ywuAA 1-0-0 1 1-0-0 LOADING (psf' SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.( � Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10. ,, Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD x4 SP M 30 BOT CHORD 2x4 SP M 30 I. REACTIONS. '(lb/size) 3= 5/Mechanical, 2=179/0-8-0, 4=-20/Mechanical Max Harz 2=114(LC 12) *xUplift 3=-5(LC 1), 2=-300(LC 12), 4=-20(LC 1) Max Grav 3=32(LC 12), 2=179(LC 1), 4=69(LC 12) FORCES. (lb) Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. Scale = 1:8.2 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=1 tumph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft•, B=45ft; L=24ft; eave=4ft Cat. II; Exp C; En I., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right expose IC-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hal been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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 betwe n the bottom chord and any other members. 4) Refer to gird 'r(s) for truss to truss connections. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except at=lb) 2=300. �1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 © WARNING • Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITeLO connectors. This design Is based only upon patametem shown, and Is for an Individual bukding 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 desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requ fed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'rage, fabrication, sT delivery, erection and bracing of Trusses and truss systems, seeANSYMII CuaW 01lodo, DSB-09 and SCSI Building Compon®nf 6904 Parke East Blvd. SafetyInntonn, Nofgvaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 [ T14595593 181365 CIA Corner Jack 8 1 i Job Reference (optional) Ro-Mac Lumbe& Supply Inc., Leesburg, FL 34748 8.130 s Mar r1 201 a MI I ex industries, Inc. Wed Jul 18 un:zw:uv 2018 rage i I D:hGYhcr48i IVQaul cYTOXOgzDvhb-mg4iQ3xZnX26_cXkR 1 GU6V0LoD8eePU UET_4tVywuA9 -1-6.0 1-0.0 1-6-0 1-0-0 Scale = 1:8.2 Plate Offsets X,Y -- 2:0.0-4,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.011, Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 240 BCLL 0.0 1. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0I Code FBC2017rfP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 6lb FT=20% LUMBER - TOP CHORD x4 SP M 30 BOT CHORD x4 SP M 30 11 REACTIONS, (lb/size) 3=-5/Mechanical, 2=179/0-9-0, 4=-20/Mechanical Max Harz 2=114(LC 12) Max Uplift 3= 5(LC 1), 2= 300(LC 12), 4=-20(LC 1) Max Grav 3=32(LC 12), 2=179(LC 1), 4=69(LC 12) FORCES. (lb) 'H Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25f; B=45ft; L=2411; eave=Aft; Cat. 11; Exp C; En J., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and Tight expose ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h as 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 betwee'i the bottom chord and any other members. 4) Refer to gird �(s) for truss to truss connections. 5) Provide mec II nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=300. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. ' Design valid f Ir use only with MITak® 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 desig . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlttonal temporary and permanent bracing MiTek° Is always requ red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qua1CyCAleda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety/maim Oonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type City Ply Indian River Lot8 r T14595594 181365 C3 Corner Jack 6 1 Job Reference (optional) Ro-Mac Lumber & Supply Inc., Leesburg, FL 34748 8.130 s mar 11 20i8 rod l etc Industries, Inc. vied uul IS uo:cy:uo LV to rave I I D:hGYhcr48i I VQaut cYTOXOgzDvhb-Esd4d PyCYrAzem6w?knjfjYW Yd U VNskdT7kdQyywuA8 -1-6-0 3-0-0 1-6-0 3-0-0 LOADING (PSI) SPACING- 2-0-0 CSI- DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 4-7 >999 240 BOLL 0.01" Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 1 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 LUMBER TOP CHORD x4 SP M 30 BOT CHORD �z4 SP M 30 REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; En and right exp DOL=1.60 pl 2) This truss he 3) ` This truss t will fit betwe( 4) Refer to gird) 5) Provide mec' 2=244. ze) 3=59/Mechanical, 2=210/0-8-0, 4=29/Mechanical Horz 2=182(LC 12) Uplift 3=-70(LC 12), 2= 244(LC 12) Grav 3=67(LC 17), 2=21 O(LC 1), 4=50(LC 3) Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.3 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B--45ft; L=24ft; eave=oft; Cat. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 zone; cantilever left ed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber grip DOL=1.60 )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33810 Date: July 18,2018 ® WARNING - Iedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vc9ld forjuse only with MlTekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigt i Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi l�p ek+ Is always requl ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage- delivery- erection and bracing of trusses and truss systems, seeANSVWII GuaMyCdleda, DSB-89 and BCS7 BuIldfng Component 6904 Parke East Blvd. SafetyrnfonngNonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 181365 Ro-Mac Truss Truss Type C3A Corner Jack ic., Leesburg, FL 34748 -1-6-0 1-6-0 0 River Lot 8 ! t" 8 1 T14595595 8.130 s Mar 112018 MiTek Industries, Inc. Wed Jul 18 08:24:06 2018 Page 1 I D: hGYhcr48il VQau 1 cYTOXOgzDvhb-i2BSrlygJ BlgEvh6ZSIyBw5hl 1 gk6J_ninTByOywuA7 3-0-0 1 Scale = 1:13.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wjnd(LL) -0.01 4-7 >999 240 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD .x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD ' 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ib/size) 3=59/Mechanical, 2=210/0-8-0, 4=29/Mechanical ax Horz 2=182(LC 12) x: Uplift 3=-70(LC 12), 2= 244(LC 12) ax Grav 3=67(LC 17), 2=21 O(LC 1), 4=50(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; EricII, GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 zone; cantilever left and right expo sed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha sibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h ' s 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 betwee the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=244. 11 WalterP. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 101012015 BEFORE USE. ' Design vaild f use only with NAIlTekV connectors. This design is based only upon parameters shown, and Is for arl individual building component, not a Truss system. Before use, the building designer must verify the appllcabUlly of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing reMiTek* Is always qu, 'd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabacallon, st rage, delivery, erection and bracing of trusses and truss systems. seeANSMIl QualByCdleda, DSB-89 and SCSI BugdIgg Component 6904 Parke East Blvd. Safety Inform .Nonovailable from Truss Plate Institute, 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry, Ply Indian River Lot 8 t T14595596 181365 C3T Corner Jack 2 1 Job Reference (optional) Ro-Mac Lumber II Supply Inc., Leesburg, FL 34748 8A30 s Mar i i 20i 8 Mi 1 etc industries, Inc. Wed oul 18 08:e'fivu eu 18 rays 1 ID:hGYhcr48ilVQaul cYTOXOgzDvhb-i2BSrlygJ8lgEvh6ZSlyBw5hl l pv6J_ninTByOywuA7 1-6-0 2-8-0 3-0-0 1-6-0 2-8-0 0-4-0 Scale=1:13.3 m 6 6 Plate Offsets X, - 2:0-1-4,0-0-2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 7 >999 240 BCLL 0.0 i" Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 ', Code FBC20171TP12014 Matrix -MR Wind(L-) 0.01 6 >999 240 Weight: 14lb FT=20% LUMBER - TOP CHORD BOT CHORD REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; Encl and right expo DOL=1.60 pia 2) All plates are 1 3) This truss has 4) ' This truss he will fit betweer 5) Refer to girder 6) Provide mech; 2=243. SPM30 SP M 30 *Except` 2x4 SP No.3 ze) 4=51/Mechanical, 2=21210-8-0, 5=45/Mechanical Horz 2=182(LC 12) Uplift 4=-39(LC 12), 2= 243(LC 12), 5=-17(LC 9) Grav 4=57(LC 17), 2=212(LC 1), 5=50(LC 3) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=2411; eave=4fh Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 zone; cantilever left ;d ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber grip DOL=1.60 F20 plates unless otherwise indicated. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. i) for truss to truss connections. kcal connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4, 5 except Qt=lb) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - VII Design valid for rUy design parameters and READ NOTES ON THIS AND INCLUDED MMSK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Use only with MiTek' O connectors. This design Is based only upon parameters shown, and Is for an Individual buliding component, not ' a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall I Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication star ;ge, delivery, erection and bracing of trusses and truss systems, seeANSUrPII AualttyCd►eda, DSB 89 and BCS►Butiding Component 6904 Parke East Blvd. Safety►nfoRna vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 r T14595597 181365 C5 Corner Jack 6 1 Job Reference (optional) Ro-Mac Lumber' Supply Inc., Leesburg, FL 34748 ts.13u s iviar 1 i zulu ivu i eK uruutimes, urc. vveu oui IO u0-:V0 GV 1 V Faye ID:hGYhcr48ilVQau1 cYTOXOgzDvhb-fRJCFR_4gmYYTDrVgsLQHLA_QrS?aDT395yHOGywuA5 4-6-0 5-0-0 1-6-0 5-0-0 Scale = 1:18.2 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.27 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rl/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.06 4-7 >984 240 Weight: 18lb FT=20% LUMBER - TOP CHORD 4 SP M 30 BOT CHORD 2ji4 SP M 30 REACTIONS. 'yb/size) 3=112/Mechanical, 2=276/0-3-8, 4=58/Mechanical Flax Horz 2=252(LC 12) flax Max Uplift 3=-147(LC 12), 2=-261(LC 12), 4=-2(LC 12) Grav 3=125(LC 17), 2=276(LC 1), 4=88(LC 3) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. d NOTES- 1) Wind: ASCE 10, Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=24ft; eave=4ft Cat. 11; Exp C; Encl1.1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone; cantilever left and right expo 'ed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pla a grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h ° 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 betwee the bottom chord and any other members. 4) Refer to girde s) for truss to truss connections. 5) Provide mech !cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=147, 2=261 'i, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - J rl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull-7473 rev. 1010312015 BEFORE USE Design valld for Lse only with MITel<tD connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. E fore use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall building deslgn I Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing d MiTek' Is always re-qulr for stablifty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon, sto ' e, delivery, erection and bracing of trusses and truss systems, seeANSU1PII CuaUlyCrfterra, DS"9 and BCSI Sugdng Component 6904 Parke East Blvd. Safetyrnforma ra'vailable from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lo1:8 r , T14595598 181365 C5A Corner Jack 8 1 Job Reference (optional) Ho -mac Lumoer;rs buppiy Inc., Leesourg, rL a4r'ra ...a.. ID:hGYhcr48ilVQaul cYTOX0gzDvhb-fRJCFR_4gmYYTDrVgsLQHLA_QrS?aDT395yHOGywuA5 l I-6-0 5.0-0 1-6-0 5-0-0 n sx4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 . 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.06 4-7 >984 240 LUMBER- 11 TOP CHORD z4 SP M 30 BOT CHORD z4 SP M 30 REACTIONS. (b/size) 3=112/Mechanical, 2=276/0-8-0, 4=58/Mechanical �Aax Horz 2=252(LC 12) �ax Uplift 3=-147(LC 12), 2= 261(LC 12), 4= 2(LC 12) ax Grav 3=125(LC 17), 2=276(LC 1), 4=88(LC 3) FORCES. (lb) -1Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II; Exp C; End and right expo DOL=1.60 pla 2) This truss has 3) ` This truss hE will fit betweer 4) Refer to girder 5) Provide mech 3=147, 2=261 Scale=1:18.2 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone; cantilever left ad ; end vertical left and right exposed;C-C for members and forces 8r MW FRS for reactions shown; Lumber I grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. -) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - V I My design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. f 0/0MIS BEFORE USE. ' Design Valid for se only with MITekV connectors. This design Is based ordy Upon parameters shown, and is for an individual building component rot a truss system. fore use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.. Is always requlr I Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing a for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek° fabrication, stor ige, delivery, erection and bracing of trusses and truss systems, seeANSM11 Quality CIB®da, DSO-69 and SCSI Buliding Component 6904 Parke East Blvd. Safetvintonnat navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 r r T14595599 181365 C5T Corner Jack 2 1 Job Reference (optional) Ro-Mac Lumber Supply Inc., Leesburg, FL 34748 8.1 aU s Mar r1 z01 a MI I ex Inausirles, Inc. Wed Uw i 6 06:24:09 zu i a Faye i I D:hGYhcr48i IVQau 1 cYTOXOgzDvhb-7dtbTm?ib3gO5NQhEasfpZj9EEoOJ gj DOlirZjywuA4 1-6-0 2-8-0 5-0-0 1-6.0 2-8-0 2-4-0 Scale = 1:18.2 3x4 = 2-8-0 2-4-0 Plate Offsets X, - 2:0-0-12,Ed a 3:0-2-4,0-1-12 LOADING (psf) 11 '' SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 6 >813 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MR Wind(LL) 0.12 6 >504 240 Weight: 20lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2 '4 SP M 30 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3 7: 2x4 SP No.3 REACTIONS. kb/size) 4=102/Mechanicai, 2=281/0-8-0, 5=73/Mechanical Iax Ho¢ 2=252(LC 12) lax Uplift 4= 116(LC 12), 2= 259(LC 12), 5=-30(LC 12) ax Grav 4=113(LC 17), 2=281(LC 1), 5=86(LC 3) FORCES. (lb) -max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 10• Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft eave=4ft; Cat. 11; Exp C; Enci I GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone; cantilever left and right expo'ed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plalie grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss ha 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 betwee ithe bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mech '� ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 4=116, 2=259.,1 Walter P. Finn PE No.22839 MiTek USA; Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - V !illy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 101032015 BEFORE USE. " Design vaild for se only with MITekb connectors. This design Is rased only upon parameters shown, and Is for on Individual building component, not a truss system. fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into The overall building design. JBracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor, ge, delivery, erection and bracing of trusses and truss systems, seeANSLnPII GualftyCdeda, DSB-89 and BCSI BuOdhig Component 6904 Parke East Blvd. Safety Intamall lonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 181365 Truss Truss Type iIAZ� T14595600 J6 Jack -Open 6onal c., Leesburg, FL 34748 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Jul 18 08:24:10 2018 Page 1 ID:hGYhcr4BilVQaul cYTOXOgzDvhb-bgRzg60KMNoFiX_uoHNuMmGIme5G27zMcPR059ywuA3 1-6-0 6.0-0 1-6-0 6-0-0 Scale = 1:20.6 I axo — Plate Offsets X, 2:0-0-12,0-0-2 CSI. DEFL. Vert(LL) in 0.02, (loc) 5-8 I/dell >999 Ud 360 PLATES GRIP MT20 244/790 LOADING (psf) ,I, SPACING- 2-0-0 TOLL 20.0 I Plate Grip DOL 1.25 TC 0.47 BC 0.41 Vert(CT) 0.04 5-8 >999 240 TO 7.0 0.0 !' Lumber DOL 1.25 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a 240 Weight 221b FT = 20% BOLL BCDL 10.0 ',I Code FBC2017(fP12014 Matrix -MP Wind(LL) 0.07 5-8 >931 LUMBER- BRACING - TOP CHORD I4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOP CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 1 o-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-8-0, 5=0-8-0. (Ib) - 111axGrav ax Horz 2=287(LC 12) ax Uplift All uplift 100 lb or less at joints) except 3= 179(LC 12), 2=-261(LC 12), 4= 210(LC 17), 5=-131(LC 12) All reactions 250 lb or less at joint(s) 3,4 except 2=280(LC 1), 5=344(LC 3) FORCES. (lb) -IMax. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 10- Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft eave=oft; Cat. II; Exp C; End- GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-11-4 zone; cantilever left and right expo ed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plat., grip DOL=1.60 2) This truss has een designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss habeen 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 betweenlhe bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mech �lical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 3, 261 lb uplift at joint 2, 210 Ib pllft at joint 4 and 131 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ®WARNING - V city design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design volld for se only with NlffekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a Truss system. ;fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MiT®k* building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always require, for for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 6904 Parke East Blvd. tabricalion, storcyge, delivery, erection and bracing of Trusses and truss systems, seeANSUi II AualHyCrBeda, OSO-89 and SCSI Sugding Component Tampa, FL 33610 Safety inform it n3vallable from it Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Job Truss Truss Type Qty Ply Indian River Lot 8 r r T14595601 181365 J7 Jack -Open 29 1 Job Reference (optional) Ho -Mac uumoeq �N buppiy Inc., ueesourg, r-L :l414ir 1-6-0 0 3x5 = O.Iou b IVIGI 11 "IV IVIIItl IIIVUDl11Cb, 11—-..,IVI IV ,ayo , I D:hGYhcr48i IVQau 1 cYTOXOgzDvhb-30?LuSOy7hw6KhZ4L?u7u_oP72QgnaD W r3BydbywuA2 LOADING (psf) " SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.68 Vert(LL) -0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.18 4-7 >470 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.19 4-7 >438 240 LUMBER- lI TOP CHORD 2 4 SP M 30 BOT CHORD 2 '4 SP M 30 REACTIONS. (I/size) 3=163/Mechanical, 2=346/0-8-0, 4=85/Mechanical ax Harz 2=323(LC 12) lax Uplift 3=-218(LC 12), 2= 288(LC 12), 4=-9(LC 12) Max Grav 3=180(LC 17), 2=346(LC 1), 4=126(LC 3) Scale=1:23.1 M PLATES GRIP MT20 244/190 Weight: 25lb Ff=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=24ft eave=oft; Cat. II; Exp C; En 'I ; GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1)1-6-0 to 6-11 4 zone; cantilever left and right expo ed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plat' grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss heal been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 3, 288 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 I MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33810 Date: July 18,2018 ® WARNING - Ve' ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr1-7473 rev. 1010312015 BEFORE USE. ' Design valid for se only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require . for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e. delivery, erection and bracing of trusses and truss systems, seeANSYIPIi CualByCrIfeda, DSB.89 and BCSI Bu0dhig Component 6904 Parke East Blvd. Safety ltttormatlgnavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot B i r T14595602 181365 J7A Jack -Open 3 1 Job Reference o tional Ro-Mac Lumber Supply Inc., Leesburg, FL 34748 8.130 s mar i i 2u1 is ivii i ek inaustries, inc. vvea aui 18 uc:zv: 1 z zu r o rage i I D:hGYhcr48ilVQaul cYTOXOgzDvhb-XCYj5ol bu_2zyg8GviPMRBLatSmvW iTf4jwVg2ywuA1 -1-6-0 7-0-0 1-6-0 7-0-0 I 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.08 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.18 4-7 >470 240 BCLL 0,0 ' �:i Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FB02017/TPI2014 Matrix -MP Wind(LL) 0.19 4-7 >438 240 LUMBER- III TOP CHORD 2�4 SP M 30 BOT CHORD 2b1t4 SP M 30 REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; Ent and right exp DOL=1.60 pl 2) This truss ha 3) ' This truss Ih will fit betwec 4) Refer to gird( 5) Provide mad joint 2 and 9 ze) 3=163/Mechanical, 2=346/0-8-0, 4=85/Mechanical Harz 2=323(LC 12) Uplift 3=-218(LC 12), 2=-288(LC 12), 4= 9(LC 12) Grav 3=180(LC 17), 2=346(LC 1), 4=126(LC 3) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:23.1 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 zone; cantilever left �d ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber grip DOL=1.60 een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. ;) for truss to truss connections. kcal connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 3, 288 lb uplift at iplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - W ijIIfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10103=5 BEFORE USE. ' Design vaild for "se only wRth MITekV connectors. rids design Is based only upon parameters shown and Is for an Individual building component, rot a truss system. 'fore use, the building designer must verify the applicatAily of design parameters and properly Incorporate this design Into the overall buildsign. building de (Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always requlre� for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, MANSVIPIi QualHyCd/edo, DSO-89 and SCSI BugdIng Component 6904 Parke East Blvd. Safety lntorma novdiable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply Indian River Lot 8 r a T14595603 181365 I J7T Jack -Open 5 1 I Job Reference (optional) Ro-Mac Lumberl& Supply Inc., I Leesburg, FL 34748 8.1 ou s Mar i i zu i s rvn i en muueu rea, ino. vv cu uui i o uu- : age ID:hGYhcr48ilVQaul cYTOXOgzDvhb-XCYj5ol bu_2zyg8GviPMRBLdPSIgW 1 Tf4jwV92ywuA1 -1-6-0 2-8-0 7-0-0 1-6-0 2-8-0 4-4-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) WellUd TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.12 6 >684 360 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.24 6 >345 240 BCLL 0.0 p Rep Stress incr YES WB 0.00 Horz(CT) -0.14 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.31 6 >271 240 LUMBER - TOP CHORD BOT CHORD REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; Encl and right expo DOL=1.60 pla 2) This truss has 3) ' This truss h will fit betwee 4) Refer to girder 5) Provide mech5 joint 2 and 381 SPM30 SP M 30 `Except' 2x4 SP No.3 ze) 4=153/Mechanical, 2=353/0-8-0, 5=99/Mechanical Horz 2=323(LC 12) Uplift 4=-188(LC 12), 2=-286(LC 12), 5=-38(LC 12) Grav 4=168(LC 17), 2=353(LC 1), 5=122(LC 3) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:23.1 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=2411; eave=4ft; Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 zone; cantilever left ed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber o grip DOL=1.60 reen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. s) for truss to truss connections. -tical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 4, 286 lb uplift at r uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - V I pity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. ' Design vaild for Use only with MITekD connectors. This design Is based only upon parameters shown, and Is to., an individual building component, not a MISS system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required 1I prevent for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, stor ;ge, delivery, erection and bracing of trusses and truss systems, seeANSUMIJ QualityCdtella, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satetvintolmo fonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 , T14595604 181365 K6 Diagonal Hip Girder 2 1 Job Reference (optional) Ro-Mac Supply Inc., Leesburg, FL 34748 8.i 0 s Mari 1 2Oi 8 Iva I ek mausules, mc. vveujui rage I D:hGYhcr48ilVQaul cYTOXOgzDvhb-?P65J82Df1AgZ-jSTQxb_Pur?sAOFRQpJMg2iUywuAO -2-1-7 4-5-14 8-5-13 2-1-7 4-5-14 4-0-0 3X4 = 4-5-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.04 7-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 it Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE II; Exp C; End DOL=1.60 pla 2) This truss has 3) ` This truss he will fit betweer 4) Refer to girder 5) Provide mech joint 2 and 15, 6) Hanger(s) or c 1-5-12, 142lb down and 168 down and 401 and 22 lb up a 7) In the LOAD C LOAD CASE(S) 1) Dead + Roof Uniform Load Vert: Concentrated Vert: SP M 30 SPM30 SP No.3 ' size) 4=139/Mechanical, 2=483/0-11-5, 5=264/Mechanical x Horz 2=288(LC 8) x Uplift 4= 195(LC 8), 2= 468(LC 8), 5=-152(LC 8) x Grav 4=139(LC 1), 2=495(LC 28), 5=300(LC 29) ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-828/265 7= 351/576, 6-7=-351/576 Scale = 1:20.2 PLATES GRIP MT20 244/190 Weight: 37 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. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave--tft; Cat. GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber grip DOL=1.60 een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. c) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 4, 468 Ib uplift at b uplift at joint 5. let connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 66 lb up at own and 66 lb up at 1-5-12, 130 lb down and 84 lb up at 4-3-11, 130 lb down and 84 lb up at 4-3-11, and 160 lb I up at 7-1-10, and 160 lb down and 168 lb up at 7-1-10 on top chord, and 76 lb down and 40 lb up at 1-5-12, 76 lb up at 1-5-12, 27 lb down at 4-3-11, 27 lb down at 4-3-11, and 43 lb down and 22 lb up at 7-1-10, and 43 lb down 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ,SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (balanced): Lumber Increase=1.25, Plate Increase=1.25 =-54, 5-8=-20 ads (lb) 7(F=-3, B= 3) 14_ 79(F— 39, B=-39) 16=-62(F=-31, B=-31) Walter P. Finn PE No.12838 MiTek USA, Inc. FL Cart 6634 004 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - V IYI ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design vdld for Use only with MlfekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. E6fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design I Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, star 'ge, delivery, erection and bracing of trusses and truss systems, seeANS►VII QualifyCildedd, DSB-49 and BCSI Building Component 6904 Parke East Blvd. Safelylnforma 1lavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 � r T14595605 181365 K7 Diagonal Hip Girder 5 1 Job Reference o tional Ko-mac Lumoe1`1�1 ouppiy inc., Leesuurg, r'L 3'F/48 2-1-7 2 ifl ID:hGYhcr4BilVQaul cYTOXOgzDvhb-TbgUW U3rQclhB8lfl7SgWcQOW FVe_S5yXOPcEwywuA? o_in-IQ 13 4.24 F12 3x4 3 12 4 Scale = 1:22.8 6 14 15 7 16 6 3x4 = 2x4 11 5 3x4 = 5.2-5 9-10-13 5-2-5 4-8-7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.08 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(CT) 0.01 5 n/a nla BCDL 10.0 1 Code FBC2017frP12014 Matrix -MS Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2��4 SP M 30 BOT CHORD Rigid ceiling directly applied orr9-9-15 oc bracing. WEBS 2 �4 SP No.3 I REACTIONS. (b/size) 4=124/Mechanical, 2=531/0-11-5, 5=326/Mechanical ax Horz 2=323(LC 24) t>(1ax Uplift 4=-172(LC 8), 2=-495(LC 8), 5=-217(LC 8) lax Grav 4=124(LC 1), 2=547(LC 28), 5=352(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD -3=-937/412 BOT CHORD -7— 551/756, 6-7= 551IM6 WEBS -7=0/289, 3-6=-820/598 NOTES- 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl ',' GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plat � grip DOL=1.60 2) This truss has,' een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mech � ical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 4, 495 lb uplift at joint 2 and 217 lb uplift at joint 5. 6) Hanger(s) or o her connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 66 lb up at 1-5-12, 142 lb .own and 66 lb up at 1-5-12, 130 lb down and 84 lb up at 4-3-11, 130 lb down and 84 lb up at 4-3-11, and 164 lb down and 169 b up at 7-1-10, and 164 lb down and 169 lb Lip at 7-1-10 on top chord, and 76 lb down and 40 lb up at 1-5-12, 76 lb down and 401 I'up at 1-5-12, 27lb down at 4-3-11, 27 lb down at 4-3-11, and 43 lb down and 22 Itoup at 7-1-10, and 43 lb down and 22 Ib up atl,l17-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD C,kSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) tandard 1) Dead + Roof LI e (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1'4=-54, 5-8=-20 Concentrated L oads (lb) Walter P. Finn PE No.22839 Vert: 1 1=-72(F=-36, B=-36) 15=-7(F=-3, B=-3) 16— 60(F=-30, B=-30) MJTek USA Inc. FL Carl 6634 i 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - V n-ty design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev. 10/032015 BEFORE USE. Design valid for use only wifh Mill k, connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot a truss system, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. I&acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always require�7 ry for stability and to prevent collapse with possible personal InJuand property damage. For general guidance regarding the fabrication, store' e, delivery, erection and bracing of trusses and truss systems, socANWiplI ®ual9yOffedo, DSB-89 and BCSI Bugding Component 6904 Parke East Blvd. Safetylnfomrattttl, dnzivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 r T14595606 181365 K7T Diagonal Hip Girder 1 1 Job Reference o floral Ho -Mac Lumber,& z5uppry Inc., LeeSburg, rL "J4/4b o.1 ov o Mar r 1 20 IS ivu 1 cn Ind—ti vo, Inc. vrcu U .«.,-nyo I D:hGYhcr48ilVQau1 cYTOXOgzDvhb-ynEsjg3TBvQYpltrarz33gzOefpZjKp5mg99mNywuA_ -2-1-7 2-3-5 3-9-4 6-8-4 9-10-13 2-1-7 2-3-5 1-5_15 2-11-0 3-2-8 7 Scale = 1:23.0 I 3x4 20 6 i m N 3x8 I rn 5x5 % 5 rb 4 m it 4.24 12 3 LHJ II 19 10 22 9 2 — 2x4 II 3x4 = I 1 it 6 6' 21 12 11 d 3x4 = 3x4 I-1 3-9-4 6-8-4 9-10.13 3-9-4 2-11-0 3-2.8 Plate Offsets X, )-- f5:0-4-0 Edge] II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.21 11 >560 240 MT20 244/190 TCDL 7.0 ,I Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 11 >542 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FB02017frPI2014 Matrix -MS Weight: 50 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2 4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. 3 7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. BOT CHORD 4 SP M 30 WEBS 4 SP No.3 i REACTIONS. (I '/size) 2=557/0-11-5, 8=422/Mechanical, 7=51/Mechanical ax Horz 2=317(LC 8) ax Uplift 2= 528(LC 8), 8= 330(LC 8), 7=-93(LC 24) ax Grav 2=566(LC 28), 8=448(LC 28), 7=58(LC 17) d FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -3= 1335/464, 3-4=-376/82, 5-6= 1058/713 BOT CHORD-12=-576/1067, 5-10=-842/1052, 9-10= 842/1052 WEBS 12=-448/94613-12=-1427/764, 6-10= 178/323, 6-9= 1152/922 NOTES- 1) Wind: ASCE 71I 0; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4f; Cat. it; Exp C; Encl. 1GCpt=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat I grip DOL=1.60 2) This truss has seen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha !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 he bottom chord and any other members. 4) Refer to girder() for truss to truss connections. 5) Provide mach ical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 2, 330 lb uplift at joint 8 and 931 luplift at joint 7. 6) Hanger(s) or of ter connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 66 lb up at 1-5-12, 142 lb own and 66 lb up at 1-5-12, 128 lb down and 54 lb up at 4-3-11, 128 Ib down and 54 lb up at 4-3-11, and 161 lb down and 139 I up at 7-1-10, and 161 lb down and 139 lb up at 7-1-10 on top chord, and 76 lb down and 40 lb up at 1-5-12, 76 lb down and 40 Ib p at 1-5-12, 29 Ib down and 30 Ib up at 4-3-11, 29 Ib down and 30 Ib up at 4 3-11, and 51 Ib down and 52 Ib up at 7-1-10, and 51 1 � down and 52 lb up at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). II, LOAD CASE(S) tandard 1) Dead +Roof Li a (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 Uniform Loads If) Vert: 1- - 54 11-13— 20, B-16— 20 MiTek USA, Inc. FL Cori 6634 Concentrated L ads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1 9(F=-5, B=-5) 18=-34(F=-17, B=-17) 20=-52(F=-26, B=-26) 22=-89(F=-44, B=-44) Date: July 18,2018 ® WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for U only with M.iTe;tw"l, connectors. This design is based only upon parameters shown, and Is for a7 Individual building component, hot a truss system. building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require ,Ifor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, store e, delivery, erection and bracing of trusses and truss systems, seeANSUIP11 GUal fyCrUeda, DSB-69 and SCSI Building Component 6904 Parke East Blvd.Satety(ntormaf dhavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply Indian River Lot 8 T14595607 181365 T01 Scissor 5 1 Job Reference (optional) - M s sear l ionta Mi . LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.01 Code FB02017fTP12014 LUMBER - TOP CHORD x4 SP M 30 BOT CHORD 14 SP M 30 WEBS A4 SP N0.3 CSI. DEFL. in (loc) Well Ud TC 0.70 Vert(LL) -0.47 9-10 >915 360 BC 0.80 Vert(CT) -0.94 9-10 >455 240 WB 0.87 Horz(CT) 0.58 7 n/a n/a Matrix -MS Wind(LL) 0.75 9-10 >570 240 BRACING - PLATES GRIP MT20 244/190 Weight: 164 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. REACTIONS. gblsize) 1=1318/0-8-0, 7=1402/0-8-0 ax Horz 1=-430(LC 10) lax Uplift 1=-947(LC 12), 7= 1100(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 437913389, 2-3=-4025/3007, 3-4=-2934/2159, 4-5=-2933/2125, 5-6=-4007/2932, 6-7= 4347/3235 BOT CHORD 1-11=-2898/4210, 10-11=-2193/3546, 9-10= 2217/3411, 7-9= 2787/3930 WEBS 4-10= 1514/2276, 5-10= 919/878, 5-9= 227/561, 6-9=-364/473, 3-10=-9261896, 3-11=-2791558,2-11=-365/552 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 10• Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=2511; B=45ft L=36ft; eave=5ft Cat. 11; Exp C; Eric] l� GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-13, Interior(1) 3-6-13 to 17-10-0, Exterior(2) 17-10-0 to 21 -13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for re ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ` This truss ha 'been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between'the bottom chord and any other members. 5) Bearing at join (s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be mg surface. 6) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 947 lb uplift at joint 1 and 1100 lb uplift at joint 7. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING • V I my design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/082015 BEFORE USE. Design valid far 'se only with MlTelt® connectots. This design Is based only upon parameters shown, and Is for on individual building Component not a truss system. ' (ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always i lr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor 9e, delivery, erection and bracing of trusses and truss systems, seeAN94MI► AualRyCrrleda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safetylntomr mt n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 r T14595608 181365 T01 A Scissor 1 1 Job Reference (optional) Ho-macLum0eri oupplymc., . r-eesou1y,rL0-t140 �,.— . � 1­..r I D:hGYhcr48iiVQau1 cYTOXOgzDvhb-MMw_Mr6LUgp7glcQGzW mhSbcUtkJwYOYSeNpMhywu9x 6-2-15 12-0-8 17-10-0 23-7-8 29-5.1 35-8-0 6-2-15 5-9-8 5-9-8 5.9-8 5-9-8 6-2-15 Scale: 3/16"=1' 5x5 = 6.00 12 4 5x7 i 18 19 5x7 3 5 i 2x4 ZZ, 2x4 G 2 9 6 6x8 = 20 m ST1. STP = 17 m 10 8 ST1.5x8 STP = v 1 6x6 57 6x6 � 7 co M 3.00 12 lq 4x7 4X7 s I 9-1-11 17-10-0 26-6-5 35-8-0 9-1-11 8-8-5 8-8-5 9-1-11 Plate Offsets M#)-- f1:0-1-14.Edael. f3:0-3-8,0-3-01,f5:0-3-8,0-3-01.[7:0-1-14,Edgel,f8:0-3-O,Edgel,f10:0-3-O,Edge] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER TOP CHORD 2 4 SP M 30 BOT CHORD 21,4 SP M 30 WEBS 2 '4 SP No.3 CSI. DEFL. in (loc) I/dell Ud TC 0.67 Vert(LL) -0.46 9-10 >922 360 BC 0.78 Vert(CT) -0.94 9-10 >457 240 W B 0.87 Horz(CT) 0.58 7 n/a n/a Matrix -MS Wind(LL) 0.77 9-10 >557 240 BRACING - PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-14 oc bracing. REACTIONS. (b/size) 1=1320/0-8-0, 7=132010-8-0 Max Horz 1=-403(LC 10) l. M Uplift 1=-951(LC 12), 7= 951(LC 12) FORCES. (lb) -III ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4385/3437, 2-3=-4032/3057, 3-4=-2941/2212, 4-5=-2941/2212, 5-6=-4032/3057, -7= 4385/3437 BOT CHORD 10= 2986/4173, 9-10=-2327/3507, 8-9=-2327/3435, 7-8= 2986/3969 WEBS 9= 155912281, 5-9=-936/892, 5-8=-276/558, 6-8=-381/550, 3-9=-927/892, 10= 276/558, 2-10= 366/550 NOTES 1) Unbalanced r0 f live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=36ft; eave=5ft; Cat. II; Exp C; Encl. 113 GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-13, Interior(1) 3-6-13 to 17-10-0, Extedor(2) 17-10-0 to 21 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for re ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss ha been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be ,'ng surface. 6) Provide meth �ical connection (by others) of truss to bearing plate capable of withstanding 951 lb uplift at joint 1 and 951 lb uplift at joint 7. - ;� Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - Ve ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. ' Des{gh valid fo1"e,'delivery, a only with AdlTel<®cohhectors. This design Is based only upon parameters shown, and is for on Individual building compohehf, not a inns system.ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building designBracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always requifotability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto erection and bracing of trusses and truss systems, seeANSUIPII QualifyCrBedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntormao!nvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexonddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 I r r T14595609 181365 T02 Roof Special 1 1 Job Reference (optional) M-Mac Lumue, a ouppry mc., -1-6- 6-2-15 66 6-2-15 ID:hGYhcr48ilVQaul cYTOXOgzDvhb-gZUNZB6_F8x_HvBcpgl?Dg7nsG4Yf_phhl7NuBywu9w 7-10-0 23-4-0 28-11-8 34-10-8 5-9-8 5-6-0 5.7-8 5-11-0 4x6 I Scale = 1:63.1 5 6.00 12 24 25 5xio MT20HS 3x4 i 4 6 II 5x5 i 3x4 7 3 14 6X8 = 26 3x4 ST1: z8 STP = 8 M i3 e I, 23 15 4x10 Ztt9 u> m 21 5x7 3.00 12 I� 1 0 0 12 11 10 3x8 II 4x7 2x4 14x6 = I 9.1-11 17-10-0 23-4-0 28-11-8 34-10-8 9-1-11 8-8-5 5-6-0 5-7-8 5.11-0 Plate Offsets X, -- 2:0-1-6,0-0-8 , 3:0-2-8,0-3-0 , 6:0-5-0,0-3-0 , 9:0-5-0,Ed e , 13:0-6-4,Ed a 15:0-3-8,0-3-4 LOADING (pst) I'I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.40 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.82 14-15 >510 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.46 9 n/a n/a BCDL 10.0 I, Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.66 14-15 >633 240 Weight: 182 lb FT = 20% LUMBER- BRACING - TOP CHORD 24 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 4 SP M 30 'Except` BOT CHORD Rigid ceiling directly applied or 4-3-2 oc bracing. Except: 6 11: 2x4 SP No.3 10-0-0 oc bracing: 11-13 WEBS 2 4 SP No.3 SLIDER R ght 2x4 SP No.3 2-6-0 I REACTIONS. (I /size) 9=1304/Mechanical, 2=1380/0-8-0 ax Harz 2=419(LC 11) ax Uplift 9=-920(LC 12), 2=-1076(LC 12) i FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=4263/3202, 3-4=-3920/2896, 4-5= 2838/2093, 5-6=-2847/2114, 6-7=-3739/2807, 9=-2170/1732 BOT CHORD 15=-2829/4056, 14-15= 2253/3400, 13-14=-2286/3461, 6-13=-125/360, -10=-1368/7881 WEBS 15=-3521475, 4-15=-228/568, 4-14=-909/869, 5 14— 1450l2164, 6-14=-1056l925, 0-13=-1557/2153, 7-13=-867/1453, 7-10=-1084/873 NOTES- J 1) Unbalanced to f live loads have been considered for this design. 2) Wind: ASCE 7 ,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25R; B=45ft; L=35ft eave=4fh Cat. II; Exp C; Encl. I'IGCpi=O.18; MW FRS (directional) and C-C Exterior(2) -1-6-0 to 1-11-14, Interior(1) 1-11-14 to 17-10-0, Exterior(2) 17-10-0 to 21- 1-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for re Ilctions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are I20 plates unless otherwise indicated. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ha ;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 he bottom chord and any other members. 6) Refer to girder( ) for truss to truss connections. 7) Bearing at joint s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bea ng surface. 8) Provide mecha ;kcal connection (by others) of truss to bearing plate capable of withstanding 920 Ib uplift at joint 9 and 1076 lb uplift at joint 2. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. IPA Ilse ' Design valid for a miss system. onty with MITek0 connse connectors. This design Is bad only upon parameters shown, and Is for an Individual building component- not fore use, the building designer must verify the applicability of design parameters and properly Incorporate INS design Into the overall building design. Is always requir Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, stor ge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Criteria, DSB-89 and BCSI BuBdIng Component 6904 Parke East Blvd. Safety/nfcrmaftnavairable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 T14595610 181365 T03 Roof Special 1 1 Job Reference (optional) Ho -mac ouppry me., r-eesuurg, n-awiva ST1.f x8 STP = III 23 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SLIDER REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS 6-2-15 ID:hGYhcr48i,VQau1 cYTOXOgzDvhb-1111nX7cO;3nr3lpNOZEmtgybgQnOR2gwyswQaywu9v 23-4-0 28-11-8 34.10-8 5-6-0 5-7-8 5-11-0 4x6 I I Scale = 1:63.1 5 6.00 FIT 24 25 Sx10 MT20HS 3x4 4 6 5x5 i 3x4 7 3 14 6x8 = 26 3x4 13 ro 8 <? 15 4x10 5x7 3,00 12 9 N IW 0 12 11 10 M 11 2x4 14x6 = 9-1-11 17-10-0 23-4.0 28-11-8 34-10-8 9-1-11 8-8-5 5-6-0 5-7-8 5.11.0 6 0-0-8] (3:0-2-8 0-3-0] [6:0-5-0 0-3-0) [9: 0-5-0, Edge], [13:0-6-4,Edge],[15:0-3-8,0-3-41 SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.40 14-15 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.82 14-15 >510 240 MT20HS 187/143 Rep Stress Incr YES WB 0.92 Horz(CT) 0.46 9 n/a n/a Code F802017lrP12014 Matrix -MS Wind(LL) 0.66 14-15 >633 240 Weight: 182lb FT=20% BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 4-3-2 oc bracing. Except: 1: 2x4 SP No.3 10-0-0 oc bracing: 11-13 SP No.3 ht 2x4 SP No.3 2-6-0 'size) 9=1304/Mechanical, 2=1380/0-8-0 xHorz 2=419(LC 11) .x Uplift 9=-920(LC 12), 2=-1076(LC 12) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-4263/3202, 3-4=-3920/2896, 4-5=-2838/2093, 5-6=-2847/2114, 6-7=-3739/2807, 9=-2170/1732 -15=-2829/4056, 14-15=-2253/3400, 13-14=-2286/3461, 6-13= 125/360, -10=-1368/1881 15=-352/475, 4-15=-228/568, 4-14=-909/869, 5-14=-1450/2164, 6-14— 1056/925, M 3=-1 557/2153, 7-13=-867/1453, 7-1 0=-1 084/873 NOTES- 1) Unbalanced r ,lof live loads have been considered for this design. 2) Wind: ASCE 110; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft L=35ft; lave=oft Cat. II; Exp C; Encl GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-11-14, Interior(1) 1-11-14 to 17-10-0, Exterfor(2) 17-10-0 to 21- -14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for re actions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1 �T20 plates unless otherwise indicated. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ha been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between Ithe bottom chord and any other members. 6) Refer to girder s) for truss to truss connections. 7) Bearing at join (s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be 'ring surface, 8) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 9 and 1076 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 18,2018 ® WARNING - V I'tlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design vaild for "se only with MITekD connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system.Bifore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. j'&acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storade. delivery, erection and bracing of trusses and truss systems, seeANSYM11 GualByCifeda, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Informal, navaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 III Job Truss Truss Type Qty ply Indian River Lot 8 T14595611 181365 l T04 Hip 1 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Jul 18 08:24:21 2018 Page 1 Ro-Mac Lumbe '& Supply Inc., Leesburg, FL 34748 I D:hGYhcr48ilVQaul cYTOXOgzDvhb-mxb7_t8EnIBhXD K?x54T15D614m47wn_BccTzOywu9u i-6-0 5.11-10 11-5-13 17-0-0 16-8-0 23-4-0 28-11.8 34-10-8 5-7-8 5-11-0 6-0 5-11-10 1-8-0 Scale = 1:65.5 4x6 � = Sx6 = 5 6 6.00 F12 5x10 MT20HS 3x4 i i 4 25 267 l5x5 3x4 o i •- 8 co 3 l 15 27 3x4 t 6x8 = D 9 S 1.Sx8STP= 1 24 16 5x10 10 m 12 Sx7 % 3.00 F12 Io dI 1 13 12 11 3x8 I I 2x4 I I 4x6 = II 4x7 17-10-0 it it 23-4-0 28-11-8 34-10-8 5-6-0 5-7-8 5-11-0 9-1.11 8-8-5 Plate Offsets X, 2:0-1-6,0-0-8 , 3:0-2-8,0-3-0 , 6:0-3-8,0-2-4 , 7:0-5-0,0-3-0 , J10:0-5-0,Edge], 14:0-3-4,0-3-4 , 16:03-8,03-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 BC 0.78 Vert(LL) Vert(CT) -0.38 15-16 >999 -0.80 15-16 >525 240 MT20HS 187/143 TCDL 7.0 BCLL 0.0 Lumber DOL 1.25 Rep Stress Incr YES WS 0.83 Horz(CT) 0.43 10 n/a n/a 240 Weight:1901b FT=20% BCDL 10.0 ,I Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.64 15-16 >651 BRACING LUMBER- I4 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puriins. TOP CHORD 2 SP M 30 '4 SP M 30 "Except' BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. Except: BOT CHORD 2 7 12: 2x4 SP No.3 10-0-0 oc bracing: 12 14 WEBS 2 1,4 SP No.3 WEBS 1 Row at midpt 6-14 SLIDER R ght 2x4 SP No.3 2-6-0 1 REACTIONS. (i 1/size) 10=1304/Mechanical, 2=1380/0-8-0 ax Horz 2=401(LC 11) ax Uplift 10=-920(LC 12), 2=-1076(LC 12) FORCES. (Ib) - I ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD -3_ 4261/3389, 3-4=-3927/3086, 4-5= 2850/2252, 5-6=-2691/2264, 6-7=-3743/3163, 1-8=-3666/2891,8-10=-2171/1799 BOT CHORD-16=-3022/4052, 15-16=-2528/3473, 14-15=-1611/2646, 7-14=-383/557, 0-11=-1426/1882 WEBS 4-16=-161/517. 4-15=-951/957, 5-15= 838/1108, 6-15=-467/895, 116=-338/459, -14=-1128/1213, 11-14=-1615/2142, 8-14= 907/1387, 8-11=-1061/894 NOTES- 1) Unbalanced to 1f live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=4to L 0-0, eave=oft Cat. II; Exp C; EncI.1GCpj=0.18; MW FRS (directional) and C-C Extedor(2) -1-6-0 to 1-11-14, Interior(1) 1-11-14 to 77-0-0, Exterior(2) 17-0-0 to 18-8- , Interfor(1) 23-7-3 to 34-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and f 'rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are M 20 plates unless otherwise indicated. 5) This truss has e'en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between t ' e bottom chord and any other members. 7) Refer to girder( ) for truss to truss connections. 8) Bearing at joint(') 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear pg surface. 9) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 10 and 1076 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - Ve ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. f0/03/2015 BEFORE USE. Design valid for u Dray with PAiTek®connectars. This design Is based only upon parameters shown, and Is for an Individual building component, hot a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall t bracing MiTek• building design. acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanen Is always require "for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, stora L. delivery, erection and bracing of trusses and truss systems, seeAMSYM11 CualByCrBado, DSO-89 and BCSI BuOding Component Tampa, FL 33610 _C tMW lnfennatlanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Job Truss Truss Type Qty Ply Indian River Lot8 I , T14595612 181365 T05 Hip 1 1 Job Reference (optional) Ho -Mac Lumbe iltk Supply Inc., Leesburg, FL 34/48 S., ou s IVIal , , cc, o ,wu e& MUUGMeS, u,c. vreu Dui 18 0324.22 cv, o rage , I D:hGYhcr48ilVQaul cYTOXOgzDvhb-E79VBD9sX3JY8NvBVpbirIIHVU6FsJd7NGL1 VTywu9t 1-6-0 7-8-11 15-0-0 2o-110 23-4.0 28-11-8 34-10-8 -6-0 7-8-11 7-3-5 5.8-0 2-8.0 5-7-8 5-11-0 I Scale = 1:65.5 50 = 5x6 = 6.00 F12 4 26 275 i 5x10 MT20HS I 5x10 MT20HS i 6 25 28 3x4 3 7 0 14 15 5x7 = 29 3x4 T1.Sx8 STP= 3x4 % 1 8l� m 24 v 16 5x10 9 1 0 2 5x5 3.00 12 Io `O 12 11 10 2x4 11 4x6 = 3x8 I I 3x8 7-8-11 15-0.0 17-10-0 , 20-8-0 23-4-0 , 28-11-8 — 34-10-8 7-8.11 7-3-5 2-10.0 2-10-0 2-8-0 5-7-8 5 11-0 Plate Offsets X Y)-- (2:0-0-10 Edge) [3:0-5-0 0-3-0] (4:0-4-0 0-2-0] [5:0-3-0 0-2-0] [6:0-5-0,0-3-01, [9:0-5-0,Edgel, [13:0-3-4,0-3-41, [16:0-2-8,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.37 15-16 >999 360 MT20 244/190 TCDL 7.0 ' Lumber DOL 1.25 BC 0.78 Vert(CT) -0.72 15-16 >578 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.45 9 n/a n/a BCDL 10.0 III Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.61 15-16 >686 240 Weight: 184lb FL = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD x4 SP M 30 'Except` BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. Except: l 1; 2x4 SP No.3 10-0-0 oc bracing: 11-13 WEBS x4 SP No.3 SLIDER fight 2x4 SP No.3 2-6-0 1 REACTIONS, ilb/size) 9=1304/Mechanical, 2=1380/0-8-0 f ax Harz 2=356(LC 11) ax Uplift 9=-920(LC 12), 2— 1076(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4233/3505, 3-4==3297/2737, 4-5=-3450/2925, 5-6= 3692/3246, 6-7=-3660/3032, 7-9= 2173/1858 BOT CHORD 2-16=-3117/3960, 15-16=-3133/3973, 14-15=-210312941, 13-14=-1974/2872, 6-13=-290/450,9-10= 1479/1885 WEBS 3-16=01257, 3-15= 1005/979, 4-15= 290/450, 4-14=-622/911, 5-14=-718/1130, I10-13=-1684/2155,7-13=-957/1373,7-10=-1068/948,5-13=-827/916 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 110; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=451t; L=35ft; eave=4ft Cat. 11; Exp C; Encl 1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-11-14, Interior(1) 1-11-14 to 15-0-0, Exterior(2) 15-0-0 to 25-7 $, Interior(1) 25-7-3 to 34-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and orces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are f�T20 plates unless otherwise indicated. 5) This truss has " een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss ha been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder s) for truss to truss connections. 8) Bearing at join (s) 2 considers parallel to grain value using ANSI;1 PI 1 angle to grain formula, Building designer should verify capacity of be ring surface. 9) Provide meth nical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 9 and 1076 lb uplift at joint 2. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - VkNfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. ' Design valid for - only with MITekO connectors. This design is based only upon parameters shown, and Is for a'r Indlvidual building component, not a truss system. 'tore use, the b1uliding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.11&acing Indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requtr d for stablltly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, sTor " e, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QualityC1Redir, DSB-69 and SCSI BuIldhig Component 6904 Parke East Blvd. Safety Into mlo „novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 T14595613 181365 T06 Hip 1 1 Job Reference (optional) Ho -Mac LumDej & supply Inc., LeesDurg, t-L 04/4H -1 6-0 6-9-4 13-0-0 1 6-0 6-9-4 6-2-12 6.00 F12 5x7 17 3 STP = 16 I2 V 0 1 3x4 = O. IOU 3 1VIQI 1 1 eU 10 IVII I en I—U-11—, J11- v —de , I D: hGYhcr48ilVQaul cYTOXOgzDvhb-j KjtPZAUI N RPmXUN2W6xOW IT1 uVbbmfHcw5alvywu9s 17-10-0 22-8-0 30-8-0 4-10-0 4-10-0 8-0-0 5x5 = 3x4 = 5x7 = 4 185 19 6 10 22 4x4 = 9 3x8 = Scale = 1:56.5 2021 6x6 m 7 6 m 0 N 8 3x6 II Plate Offsets X, - 3:0-3-8,0-3-0 , 4:0-2-8,0-2-4 , 6:0-4-0,0-2-0 , 7:Ed e,0-1-12 LOADING (psf) it SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.26 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.46 9-11 >793 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 12-15 >999 240 Weight: 170lb FT=20% LUMBER- BRACING - TOP CHORD 2 '4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins, J : 2x4 SP M 31 except end verticals. BOT CHORD 2 '4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 2 4 SP No.3 `Except` WEBS 1 Row at midpt 5-11, 5-9 7 8: 2x4 SP No.2 REACTIONS. (I11/size) 2=1212/0-8-0, 8=1127/Mechanical Max Horz 2=419(LC 11) lkax Uplift 2= 962(LC 12), 8=-811(LC 12) Max Grav 2=1216(LC 17), 8=1127(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-3=-2076/1746, 3-4=-1561/1433, 4-5= 1336/1399, 5-6= 1041/1171, 6-7=-126211120, I-8=-1064/1055 BOT CHORD-12=-1738/1971, 11-12= 173811968, 9-11 =-1 168/1333 WEBS 11=-600/636, 4-11=-259/428, 5-9=-465/438, 6-9— 6/304, 7-9= 792/1069 NOTES- 1) Unbalanced to If live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL--1.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp C; Encl. IGCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-13, Interior(1) 1-6-13 to 13-0-0, Extedor(2) 13-0-0 to 27-0-1, Inted .p r(1) 27-0-1 to 30-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha 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 6e bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(') for truss to truss connections. 8) Provide mecha Kcal connection (by others) of truss to bearing plate capable of withstanding 962 lb uplift at joint 2 and 811 lb uplift at joint 8. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - 1164y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design vdlid for 1.�. only with MiTek'rJ' cohhectols. fits ciesigh Is based only upon parameters shown, and Is for an Individual building component, not a truss system. lore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. Mi fek• Is always require for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication stora , e, delivery. erection and bracing of trusses and truss systems, seeANSUMIJ CuailtyClfleda, DSB-89 and BCSI Bonding Component 6904 Parke East Blvd. Safety Infamta n wdlabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job l Truss Truss Type Qty Ply Indian River Lot 8 r r T14595614 181365 T07 Hip 1 1 Job Reference (optional) no-iviac Lumoe a auPPiy mu., Leesuuiy, r, ayivo � � — . , ..,......., — .._ _-.- .. . I D:hGYhcr48i IVQau 1 cYTOXOgzDvhb-fi regFBkq_h7OgemAx8PTxNol hAz3mxa3Eah6nywu9q 1-6-0 2-8-0 6.10-0 11-0-0 15-8-0 20-2-0 24-8-0 30-8-0 1-6-0 2-8-0 4.2-0 4-2-0 4-8-0 4-6-0 4-6-0 6-0-0 Scale = 1:55.5 5x5 = 3x4 = 3x4 = 5x6 = - 4 22 23 5 24 6 7 6.00 FIT 3x5 3 I 21 I t 40 4 o � 4 II 2x4 II NOP2 ISTP = 4x10 = 1 2x4 15 3x8 = 13 12 11 2x4 I 3x12 = 25 26 4x4 8 co 0 N TO 0 10 9 3x4 = 3x6 II CO 6 1� 2-8-0 11-0-0 15-8-0 20-2-0 24-8-0 30-8-0 12-8-0 8-4-0 4-8-0 4-6-0 4.6-0 6-0-0 Plate Offsets X, - 2:0-8-9,0-1-1 , 4:0-2-8,0-2-4 , 7:0-3-0,0-2-0 , 8:Ed e,0-1-12 , 14:0-5-12,0-4-0 q LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.28 15-20 >999 360 MT20 244/190 TCDL 7.0 II Lumber DOL 1.25 BC 0.59 Vert(CT) -0.60 15-20 >608 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.26 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.50 15-20 >730 240 Weight: 190lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc pudins, 1 '4: 2x6 SP DSS except end verticals. BOT CHORD 2x4 SP M 30 `ExceptBOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. Except: 211 7,5-12: 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 2 4 SP No.3 REACTIONS. (I I/size) 1=1144/0-8-0, 9=1130/Mechanical 6 Horz 1=346(LC 11) ax Uplift 1=-791(LC 12), 9— 801(LC 12) FORCES. (Ib) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ,I 2=-617/481, 2-3= 2749/2515, 3-4=-2073/1871, 4-5=-1779/1752, 5-6= 196711893, 7=-1405/1412, 7-8=-1166/1068, 8-9=-1076/1049 BOT CHORD 15=-2575/2696, 14-15=-1768/1988, 10-11=-888/987 WEBS 15=-1048/1097, 4-15=-532/730, 5-15=-382/267, 11-14=-1233/1399, 6-14=-805/921, — I11931/909,7-11=-5841711,7-10=-314/408,8-10=-844/1030 NOTES- 1) Unbalanced to f live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft B=45ft; L=31ft; eave=oft Cat. II; Exp C; Encl.,l'GCpi-0.18; MWFRS (directional) and C-C Extedor(2) 0-4-0 to 3-4-13, Interior(1) 3-4-13 to 11-0-0, Exterior(2) 11-0-0 to 29-0-1, Inted ,r(l) 29-0-1 to 30-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M I FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ je drainage to prevent water ponding. 4) All plates are M 20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss haslbeen 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 he bottom chord and any other members. 7) Refer to girder( for truss to truss connections. 8) Bearing at joint() 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bea ng surface. 9) Provide mecha Ical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 1 and 801 lb uplift at joint 9. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ° Design volid for u only with MITek9 connectors, This design Is based only upon parameters shown, chid Is lot on Individual building component, not a truss system. Be ore use, the building designer must verify The applicability of design parameters and properly incorporate this design Into the overall building design. acing Indicated Is To prevent buckling of individual Truss web and/or chord members only. Additional Temporary and permanent bracing MiTek Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeANSYMIJ Qualify Crifeda, DSB-89 and BCS1 Bugd0lg Component 6904 Parke East Blvd. Safety lntonnaBaitovollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot T14595615 181365 T08 Half Hip 1 1 Job Reference (optional) KO -mac Lumoer Kk rsuppry Inc., Leesuury, rL 34/48 i 9-0-0 2-8-0 ' 6-4-0 16-8-0 ID:hGYhcr48ilVQau1 cYTOXOgzDvhb-7VPO1 aCNblp_d_Dykefe?8wyH5SAo8GjIuJEeEywu9p Scale = 1:55.7 I 5x6 = 5x10 MT20HS = 3x4 = 46 = 3 2021 4 22 5 23 24 6 6.00 FIT I 19 I 18 I 2 40 1Q9 0 I� 12 6x — 0 3x4 = 2x4 II s 8 7 x4 II i0 4x12 = 2x4 11 4x10 = 3x6 II ST1.5 STP = 2x4 11 1 I I 2-8-0 9-0-0 15-8-0 23-0-4 30-8-0 2-8-0 6-4-0 658-0 7-4-4 7-7-12 Plate Offsets X Y -- 2:0-1-9,0-1-0 , 2:0-9-1,0-0-11 , 3:0-4-0,0-2-8 , 4:0-5-0,0-3-0 , 11:0-6-4,0-4-0 LOADING (psf)'! SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.37 12-17 >971 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.71 12-17 >511 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.31 7 n/a ri BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.69 12-17 >529 240 Weight:171 lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins, -3: 2x6 SP M 26 except end verticals. BOT CHORD 4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 3-11-1 oc bracing. Except: 9: 2x4 SP No.3 10-0-0 oc bracing: 9-11 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-12, 5-11, 6-8 REACTIONS. (Ib/size) 1=1144/0-8-0, 7=1130/Mechanical Max Horz 1=384(LC 11) Max Uplift 1=-788(LC 12), 7= 885(LC 9) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-652/427, 2-3=-2312/1944, 3-4=-2116/1988, 4-5= 2541/2199, 5-6— 1477/1366, 6-7=-1059/1022 BOT CHORD 2-12=-2164/2104, 11-12=-2427/2592, 4-11 =-1 42/338 WEBS 3-12= 172/510, 4-12=-664/434, 8-11-1235/1355, 5-11= 114211213, 5-8= 987/1082, 6-8= 1471/1691 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; En I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-4-0 to 3-4-13, Interior(1) 3-4-13 to 9-0-0, Exterior(2) 9-0-0 to 13-4-1 zone; q ntilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MW FRS for reactions sho ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq„ate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss ha 1 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss In as 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 betwee the bottom chord and any other members. 7) Refer to gird r(s) for truss to truss connections. 8) Bearing at joi t(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. 9) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 788 lb uplift at joint 1 and 885 lb uplift at joint 7. II Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev, 10/032015 BEFORE USE. Design valid for Use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual binding component hot a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desl Is always requlfecl q. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek° fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSl7Ip1r OualBy Cdletfa, DSB-89 and BCSI BuDd/ng Component 6904 Parke East Blvd. safetyfnfotm Nonovaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 II Job Truss Truss Type Oty Ply Indian River Lot 8 T14595616 181365 T09 HALF HIP GIRDER 1 2 Job Reference (optional) Ito -mac LUMDer rx auppiy Inc., Leesuury, rL 0vey0 -1-6-0 , 2-8-0 1 7-0-0 1-6-0 ' II 2-8-0 ' 4-4-0 4-4-0 6x8 = 6.00 12 3 23 3x6 11 2 ID:hGYhcr481IVOauic- TOXOgzDvh,b-XU49fcEFuDBZUSxXPnDMdnYUqlVy?WI9_.SYvFZywu9m 15-8-0 20-6-4 25-6-4 30-8-0 4-4-0 4-10-4 5-0-0 5-1-12 Scale = 1:55.5 3x4 = 3x4 = 6x8 = 2x4 11 4x5 = 24 4 25 26 5 27 28 6 29 30 317 32 33 8 - ip 14 16 ,15 1 3x4 = 3x6 11 2x4 7x8 = STP = VV V, 12 1139 40 4110 42 43 9 3x4 = 13 7x10 =2x4 I 4x10 = 4x10 = 3x6 I I9 �I 2-8.0 7-0-0 11-4-0 15-8-0 20-6-4 25-6-4 30.8-0 2-8-0 4.4-0 4-4-0 4-4-0 4-10-4 5-0-0 5-1.12 Plate Offsets X 1 -- 3:0-6-0,0-2-8 , l l:0-3-8,0-2-0 , 14:0-3-12,0-1-8 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TOLL 20.0 I Plate Grip DOL 1.25 TO 0.67 Vert(LL) 0.64 13 >567 240 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.71 Vert(CT) -0.59 13 >615 240 BOLL 0.0 I' Rep Stress Incr NO W B 0.89 HOrz(CT) -0.30 9 n/a n/a BCDL 10.0 , Code FBC2017/TP12014 Matrix -MS Weight: 353lb FT=20% LUMBER- BRACING - TOP CHORD 414 SP M 30 *Except* TOPCHORD Structural wood sheathing directly applied or 5-6.0 oc pudins, 13. 2x8 SP DSS except end verticals. BOT CHORD i4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. Except: 8-19,5-12: 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1lb/size) x4 SP No.3 1 REACTIONS. 1=2323/0-8-0, 9=2928/Mechanical IAax Harz 1=301(LC 7) flax Uplift 1=-1916(LC 8), 9=-2590(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1145/830, 2-3=-5891/4966, 3-4=-5608/4822, 4-5=-7297/6276, 5-6=-7926/6805, 6-7=-3034/2704, 7-8= 3034/2704, 8-9=-2656/2557 BOT CHORD 2-16=-4781/5512, 15-16= 6289/7297, 14-15=-6993/8081, 11-12=-313/346, 10-11=-4209/4800 WEBS 3-16=-1304/1700, 4-15= 153/483, 5-15=-907l789, 11-14=-4096/4681, 6-14=-3147/3707, 6-11 =-1 24311284, 6-10=-2166/1839, 7-10=-593/813, 8-10= 3208/3673, 4-16=1971/1675 NOTES- 1) 2-ply truss to connected together with 10d (0.131 "x3") nails as follows: Top chords c�,.' nected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chor0l.connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs Connec . d as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are c Insidem d equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connecGon�� 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 110 Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=31ft; eave=4ft Cat. II; Exp C; En :1 , GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pla a grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1T20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss ha 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 betweenf,the bottom chord and any other members. 9) Refer to girder s) for truss to truss connections. 10) Bearing at jot t(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. 11) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 1916 lb uplift at joint 1- and 2590 lb uplift at joint Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - JI dty design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE ' Design valid for ✓Jse only with MITakV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. E 610re use, the building designer must vedty the applicability of design parameters and properly Incorporate this design Into the overall building design 11 Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'd MOW always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor !go, delivery, erection and bracing of trusses and truss systems, seeANS0711 Quality C1Beda, DSO-69 and SCSI Building Component 6904 Parke East Blvd. Safety /nlonna Aonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River LotB i T14595616 181365 T09 HALF HIP GIRDER 1 2 Job Reference (optional) Ro-Mac LumberIA Supply Inc., Leesburg, FL 34748 tf.l:1U s IVlar 1 7 20i o MI I eK muusuies, mu, vveu jw t o uo;4Y.Gw LU to raves c I D:hGYhcr48ilVQau 1 cYTOXOgzDvhb-XU49fcEFuD BZUSxXPnDMdnYUgl VyrW I9_sYvFZywu9m NOTES- ill 12) Hanger(s) Of other connection device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 327 lb up at 7-0-0, 180 lb down and 204 lb up at 9-0-12, 180 lb down and 204 lb up at 11-0-12, 168 lb down and 204 lb up at 13-0-12, 168 lb down and 204 lb up at 15-0-12, 172 lb down and 234 lb up at 17-0-12, 184 lb down an 1234 lb up at 19-0-12, 184 lb down and 234 lb up at 21-0-12, 184 lb down and 234 lb up at 23-0-12, 184 lb down and 234 lb up at 25-0-12, 184 lb down and 234 lb up at 27-0-12, 184 lb down and 234 lb up at 29-0-12, and 151 lb down and 222 lb up at 31-0-12, and 163 lb down and 218 lb up at 33-0-12 on top chord, and 474 lb down an 416 lb up at 7-0-0, 82 lb down and 58 lb up at 9-0-12, 82 lb down and 58 lb up at 11-0-12, 82 lb down and 58 lb up at 13-0-12, 82 lb down and 58 lb up at 15-0-12, 86 Ib down and 29 lb up at 16-9-12, 86 lb down and 29 lb up at 19-0-12, 86 lb down and 29 lb up at 21-0-12, 86 lb down and 29 lb up at 23-0-12, 86 lb down and 29 lb u lat 25-0-12, 86 lb down and 29 lb up at 27-0-12, 86 lb down and 29 lb up at 29-0-12, and 116lb down and 14 lb up at 31-0-12, and 126 lb down and 9 lb up at 33-0-12 n bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S)l Standard 1) Dead + Roof L' ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert: i1-21=-76, 3-21= 54, 3-8=-54, 14-20= 20, 12-13=-20, 9-12= 20 Concentrate iLoads (Ib) Vert:3=-99(F) 8= 314(F) 9=-165(F) 5=-109(F) 16=-473(F) 14= 65(F) 23=-99(F) 24=-99(F) 25=-99(F) 26=-99(F) 28=-109(F) 29=-109(F) 30- 109(F) 31=-109(F) 32= �09(F) 33= 109(F) 34=-79(F) 35=-79(F) 36=-79(F) 37= 79(F) 38=-65(F) 39=-65(F) 40= 65(F) 41=-65(F) 42=-65(F) 43=-65(F) ® WARNING - V I rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10103,2015 BEFORE USE. -- " Design void for se only with MITeka connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. afore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. I�&acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requitE d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the stor e, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality CrIfeda, DSB-89 and BCSI Building Component sso4 Parke East Blvd.fabrication, Safolvinlorma rravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 T14595617 181365 T10 Hip 1 1 Job Reference o tional Ro-Mac Lumbetl& Supply Inc., Leesburg, FL 34748 6.l30 s Mar i r zu i a iwi i en uruusurea, nu:. "eu ow i o vo:cY. �v o aye I D:hGYhcr4Bi lVQau l cYTOXOgzDvhb-?geXtyFtMJQ6bW kzUkbA_SgZis?kxmJDW HSn?ywu91 5-11-10 11-5-13 17.0-0 18-8-0 25-0-0 31-4-0 34-6-8 5-1 1-10 5-6-3 5-6-3 1-8-0 6-4-0 6-4-0 3-2-8 6.00 12 4x6 = 5x7 = Scale = 1:64.7 M v 9 n I 3x5 11 12 103x8 II 4x6 :r- ST1.5x8 STP = 3x6 11 9- 1 11 17-10-0 25-00 i 31 4 0 31R-0 32-6 9-1-11 8-8-5 7-2 6-4-0 EIO 1013 Plate Offsets (Xy ) [1:0-1-14 Edge] [3:0-3-0 0-3-41 [5:0-3-8 0-1-12] [6�0-3-8 0-3-4] [9:0-6-0 0-0-21 [15:0-3-8 0-3-41 LOADING (psf) ,I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 it Lumber DOL 1.25 BC 0.66 Vert(CT) -0.63 14-15 >608 240 BCLL 0.0 Rep Stress incr YES WB 0.97 Horz(CT) 0.30 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.48 14-15 >784 240 Weight: 178lb FT=20% LUMBER- 11BRACING- TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD 21'4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-10 oc bracing. WEBS 2 4 SP No.3 WEBS 1 Row at midpt 5-13, 7-13 SLIDER Rilight 2x6 SP No.2 2-6-0 REACTIONS. II bearings 0-8-0 except Qt=length) 9=Mechanical. (lb) - ax Horz 1=369(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 10= 1043(LC 12), 11=-157(LC 3), 9= 179(LC 1), 1=-827(LC 12) Grav All reactions 250 lb or less at joint(s) 11, 9 except 10=1605(LC 1), 1=1153(LC 1) FORCES. (lb) - ax. Co Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=-3762/3063, 2-3=-3374/2659, 3-4=-224011791, 4-5= 2092/1807, 5-6= 2402/2155, 17=-2437/1909, 7-9=-277/395 BOT CHORD -15= 2693/3676, 14-15=-2138/3042, 13-14=-1168/2030, 12-13=-462/428, 9-10= 259/240 WEBS 10-12=-1565/1365, 7-12=-1396/1283, 2-15=-379/559, 3-15— 223/541, 3-14= 982/982, 14=-655/832, 5-14=-477/891, 5-13— 433/496, 6-13=-422/606, 7-13=-1892/2549 NOTES- 1) Unbalanced to ' f live loads have been considered for this design. 2) Wind: ASIDE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=4tt; Cat. II; Exp C; Encl.', I GCpI--0-1 8; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-5-7, Interior(1) 3-5-7 to 17-0-0, Exterior(2) 17-0-0 to 18-8-0, Interior 1) 23-6-10 to 34-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWF S for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ 'te drainage to prevent water ponding. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss ha ��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 he bottom chord and any other members. 6) Refer to girder() for truss to truss connections. 7) Bearing at joint fs) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bea ing surface. 8) Provide mecha �ical connection (by others) of truss to bearing plate capable of withstanding 1043 lb uplift at joint 10, 157 lb uplift at joint 11, 179 lb I plift at joint 9 and 827 lb uplift at joint 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Ve''rI�I���t Design valld for ��yonly with MITekb contractors. This design Is based only Upon patameters shown, axrd Is for an individual buliding component, rot �n a truss system. Y' are use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, stora e, delivery, erection and bracing of trusses and truss systems, seeANWMIl GualtlyClBeda, DSO-09 and SCSI Building Component 6904 Parke East Blvd. Safetylnh ci ,invollable from Truss Plate Ins6hite, 218 N. Lee Street, Suite 312, Alexandda, VA 2231A. Tampa, FL 33610 181365 Ro-Mac Truss Truss Type T11 Hip nc., Leesburg, FL 34748 7-8-11 1 7-8-11 6.00 F12 1.5: 5x6 = 3 26 Qty I Ply I Indian River Lot 8 1 1 Job Reference (op 8.130 s Mar 112018 MiTek Inc I D: hGYhcr48i I VQau 1 cYTOXOgzDvhb-y3 mH le F 20-8-0 26-0-0 8-8-0 5-O 5x7 = 27 4 28 T14595618 08:24:32 2018 Page 1 WZyCrEcggmZstywu9j 34-6-8 3-2-8 Scale=1:65.2 axn — 10 119 3x8 11 4x6 ST1.5x8 STP = 3x6 I I 7-8-1 0-0 , 20-8-0 26-0-0 1 31-4-0 LOADING (psf) III SPACING- 2-0-0 CSI. DEFL, in (loc) Well Lid PLATES GRIP TCLL 20.0 11 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.28 15-16 >999 360 MT20 244/190 TCDL 7.0 '1 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.54 15-16 >701 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.30 9 n/a n/a BCDL 10.0 I. i Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.45 15-16 >844 240 Weight: 174 lb FT = 20% LUMBER- II BRACING - TOP CHORD z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc puffins. BOT CHORD 14 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. WEBS '4 SP No.3 `Except` WEBS I1 Row at midpt 2-15, 6-12 SLIDER REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS 2x4 SP M 30 1t 2x6 SP No.2 2-6-0 , size) 8=-269/Mechanical, 9=1789/0-8-0, 10= 106/0-8-0, 1=1146/0-8-0 x Harz 1=325(LC 11) x Uplift 8=-275(LC 17), 9— 1163(LC 12), 10= 202(LC 3), 1= 825(LC 12) x Grav 8=189(LC 12), 9=1789(LC 1), 1=1146(LC 1) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2= 3670/3069, 2-3=-2665/2243, 3-4= 2616/2288, 4-5=-2320/2005, 5-6=-2193/1872, 8=-371 /546 16=-2734/3534, 15-16=-2747/3543, 14-15=-1659/2411, 13-14=-1393/2074, !-13=-1509/1951, 11-12= 689/595, 8-9=-390/337 11=-1648/1444, 6-11= 1431/1317, 2-16=0/268, 2-15= 1061/1037, 3-15=-297/477, 14=-349/529, 4-14= 699/1033, 5-13=-190/323, 5-12=-385/460, 6-12=-2009/2553 NOTES- I 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE '10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=4511; L=35ft; eave=oft; Cat. 11; Exp C; Encl GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-5-7, Interior(1) 3-5-7 to 15-0-0, Exterior(2) 15-0-0 to 25-6-10, Inted "r(1) 25-6-10 to 34-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ�te drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha 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 betweenithe bottom chord and any other members. 7) Refer to girder s) for truss to truss connections, 8) Bearing at join �S) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be 'ring surface. 9) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 8, 1163 lb uplift at joint 9, 202 lb plift at joint 10 and 825 lb uplift at joint 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - VII rilydesign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE ' Deslgn valid far Ilse only with Wiffe'� connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall 11 Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design Is always requll prevent of d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sTor ige, delivery, erection and bracing of trusses and truss systems, seeANSUT9il QualityCliteda, DSB-09 and BCSi Building Component 6904 Parke East Blvd. Safety Infolma tonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 I � , T14595619 181365 T12 Hip 1 1 I Job Reference o tional Fro -mac LUM. I& auPPly Inc., LeeSUUI y, rL Of 11. ... , vv .a ,.,,., , , �.. ., ... ..................., ...... -• -- --• •- -- - -- -- - - -�- ID:hGYhcr48ilVQau1 cYTOXOgzDvhb-QFKfV-HmyRi_z3FledHIndjCAwwLxPgIvUW60Kywu9i 6-9-4 13-0.0 17-10-0 22-8-0 28-5.8 34-6-8 6-9-4 6-2-12 4-10-0 4-10-0 5-9-8 6.1-0 Scale= 1:60.6 5x6 = 3= 5x6 x4 = 3 4 255 i� 6.00 12 3x4 i 24 26 3x4 6 2 co o 27 4x5 m ST1.5x8 TP = 23 7 li 1 o 0 0 15 14 13 28 12 11 10 9 3x4 2x4 11 3x8 = 45 = 3x8 = 2x4 11 3x12 11 4x4 = u I 6-9.4 13-0-0 22-8-0 28-5-8 31-7-8 34-6-8 6-9.4 6-2-12 9.8.0 5-9-8 3-2-0 2-11-0 Plate Offsets X,Y -- 1:0-1-4,0-0-2 , 3:0-3-0,0-2-0 , 5:0-3-0,0-2-0 , 8:0-7-O,Edge] LOADING (psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vett(LL) -0.27 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vett(CT) -0.52 12-14 >725 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC20171IP12014 Matrix -MS W1nd(LL) 0.21 10-12 >999 240 Weight: 184lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 2 4 SP No.3 WEBS 1 Row at midpt 4-14, 4-12 SLIDER R ght 2x6 SP No.2 2-6-0 I REACTIONS. (1,/size) 1=1267/0-8-0, 8=1164/3-2-8, 9=126/0-3-8 ax Horz 1=280(LC 11) ax Uplift 1=-915(LC 12), 8=-864(LC 12), 9= 62(LC 12) axGrav 1=1267(LC 14 8=1164(LC 1), 9=154(LC 3) I FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2= 2385/2078, 2-3=-1873/1734, 3-4=-1585/1668, 4-5= 1514/1618, 5-6=-175611673, -8=-1919/1768 BOT CHORD iLl5=-1798/2243, 14-15=-1798/2243, 12-14=-1286/1662, 10-12=-1429/1643, 10=-1429/1643, 8-9= 1429/1643 WEBS-14=-629/674, 3-14=-413/549, 4-12=-339/325, 5-12= 365/497, 6-12=-202/34G NOTES- 1) Unbalanced ro i live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave--lft; Cat. 11; Exp C; Encl. IGCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-5-7, Intedor(1) 3-5-7 to 13-0-0, Exterior(2) 13-0-0 to 27-6-10, Interio (1) 27-6-10 to 34-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M 1 FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water pending. 4) This truss has een 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 he bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechathical connection (by others) of truss to bearing plate capable of withstanding 915 lb uplift at joint 1, 864 lb uplift at joint 8 and 62 1 pplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 WARNING - Ve ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev, 1010312015 BEFORE USE. --° Design valid for u only wilh MITekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. 'acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora e, delivery- erection and bracing of trusses and truss systems, seeANSVM11 QualifyCrMadir, DSB-89 and BCSI Bug nig Component 6904 Parke East Blvd. Satetylntorma invallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 T14595620 181365 I T13 Hip 1 1 Job Reference (optional) Ho -mac Lumber 6upply Inc., Leesourg, M swr40 '� 5-9-4 11-0-0 5-9-4 5-2-12 6.00 12 3x4 i 2 23 � 22 ST1.5x8 TP = i 1 0 0 14 3X4 2x4 , ID:hGYhcr48iiVQau1 cYTOXOgzDvhb-QFKfV_HmyRi_z3FIedHlndjDGwwixMDIVUW6OKywu9i 24-8-0 29.5-8 34-6-8 t-10-0 4-9-8 5-1-0 5x6 = 2x4 11 5x7 = 3 24 25 4 26 27 5 13 12 29 11 30 10 9 3x4 = 3x8 = 3x4 = 3X4 = 3x4 = Scale = 1:60.7 2x4 f- 6 m 28 4x5 b 7 rl 8 I 4x10 I I 34-6-8 9-10-8 Plate Offsets X -- 1:0-1-4,0-0-2 , 3:0-3-0,0-2-0 , 5:0-3-8 0-1-12 , 8:0-7-0,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.14 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.26 11-13 >999 240 BCLL 0,0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.23 9-11 >999 240 Weight: 182lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins. BOT CHORD i' 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS Ix4 SP No.3 SLIDER fight 2x6 SP No.2 2-6-0 REACTIONS. ,lb/size) 1=1278/0-8-0, 8=1278/Mechanical t ax Harz 1=235(LC 11) ax Uplift 1=-920(LC 12), 8= 921(LC 12) ax Grav 1=1285(LC 14 8=1278(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 7-2=-2469/2168, 2-3= 2037/1887, 3-4=-2044/2028, 4-5=-2044/2028, 5-6=-1890/1756, 6-8=-2018/1892 BOT CHORD 1-14=-1894/2302, 13-14= 1894/2302, 11-13=-1396/1832, 9-11=-1272/1653, 8-9— 153011730 WEBS 2-13=-529/568, 3-13=-231/446, 3-11=-376/496, 4-11=-421/553, 5-11=-491/599, 5-9= 68/314, 6-9=-153/304 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE i 10• Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; End � GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-7, Interior(1) 3-5-7 to 11-0-0, Exterior(2) 11-0-0 to 29-7-4, Interio (1) 29-7-4 to 34-6-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW 13S for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee "the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girde s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 1 and 921 lb uplift at joint S. 11 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 A WARNING - Vrity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101M015 BEFORE USE ' Design valid to lrse only with MITs' connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a frrrss system.l building design fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW I prevent For the Is always requlr4 fabrication, sto for stabilfry and to prevent collapse with possible personal Injury and property damage. general guidance regarding ge, delivery, erection and bracing of trusses and truss systems, seeANSVIPN QualifyCrGe1/a DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safetylntorma Janovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 ' * T14595621 181365 T14 Half Hip 1 1 Job Reference (optional) Ho -Mac, Lumbe & suppy Inc., LeesDurg, r-L J414b 0.1ov a IVIar 1 1 LV 10 IVII1 eN IIIULMrieS, MC. "6 UUI 1.c-r.o-r cv Iv ,auc i ID:hGYhcr48ilVQaul cYTOXOgzDvhb-uRu2jJIOjlgrbDgVCKpXKqFLcJGvgogu88Ffwmywu9h -1-6-0 -4-9-4 9-0-0 17-4-7 25-10-9 34.6.8 1-6-0 4-9-4 4-2-12 8-4-7 8-6-3 8-7-15 I Scale = 1:60.7 5x6 = Sx10 MT20HS = 6x8 = 3x4 = 4 19 20 21 5 22 23 6 24 7 6.00 12 2x4 183 ST1.5x8 TP = 17 I m 2 dI1 13 12 11 10 9 8 3x4 = 3x5 = 3x4 = 4x4 3x4 = 6x6 = 3x5 I 9-0-0 17-4-7 25-10-9 34.6-8 9-0-0 8-4-7 8.6-3 8-7-15 Plate Offsets Y)-- (2:Edge 0-0-41[4:0-3-8 0-2-4] [5:0-5-0 0-3-0] [7:Edge 0-1-81 LOADING (psf)� SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.15 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.32 9-11 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.10 8 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 11 >999 240 Weight: 180lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc puffins, BOT CHORD 4 SP M 30 except end verticals. WEBS 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 1 Row at midpt 4-11, 5-9 2 Rows at 1/3 pts 6-8 REACTIONS.lb/size) 8=1 271 /Mechanical, 2=1355/0-8-0 axHorz 2=413(LC 11) I ax Uplift 8=-952(LC 9), 2=-1062(LC 12) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3= 2419/2105, 3-4=-2186/1864, 4-5= 2487/2239, 5-6= 1884/1711, 7-8=-197/284 BOT CHORD h2-13=-234612150, 11-13=-194311901, 9-11= 2344/2492, 8-9= 1732/1868 WEBS ;3-13=-322/456, 4-13_ 148/416, 4-11=-584/767, 5-11=-203/350, 5-9— 6921688, 116-9� 241/604, 6-8=-2084/1834 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25tt; B=45ft; L=35ft eave=4ft; Cat. II; Exp C; Enc GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-11-7, Interior(1) 1-11-7 to 9-0-0, Exterior(2) 9-0-0 to 13-10-10 zon ; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions sho n; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) Ail plates are T20 plates unless otherwise indicated. 5) This truss ha ''been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha s 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 betwee ! the bottom chord and any other members. 7) Refer to girde .(s) for truss to truss connections. 8) Provide mech anical connection (by others) of truss to bearing plate capable of withstanding 952 lb uplift at joint 8 and 1062 lb uplift at joint 2. 11 Walter P. Finn PE No.22839 MT& USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 18,2018 ® WARNING - I erlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design vdid fo ;use only with MiTek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg Is always requli ! Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek° fabrlcatlom sto age, delivery, erection and bracing of trusses and truss systems, seeANS&7P11 QuaIByCliferla, DSO-49 and BCSI BuRdIng Component 6904 Parke East Blvd. Safetyrntotmahbncrvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Indian River Lot 8 ! ' I T14595622 181365 T15 Half Hip Girder 1 1 Job Reference (optional) Ld a 0,.,.n 4 Ro-Nlac Lumbe ^fl Supply mc., Leesuury, rL J9I40 o. 130 s Mai .o& , I D:hGYhcr48ilVQau1 cYTOXOgzDvhb-qq?o8? KeEM4ZgW_tJlr?PFLdD7skBfvBbRkm?fywu9f 1-6-0 3.9-4 1 7-0-0 012 11-5-5 16-0-7 20-7-8 25-2-9 29-9.11 34-6.8 1-6-0 3-9-4 3- 4-5-5 4-7-1 4-7-1 4-7-1-8-13 Scale=1:62.7 IOx10 MTWHS 3x4 = 3x4 = 5x10 MT20HS = 4x5 = 5x6 = 3x4 11 ! 6. !' 0 F12 3 20 21 422 23 24 5 25 26 6 27 28 29 7 30 31 8 32 33 9 I ST1.5x8 ITP — 1 co 2 16 34 15 35 36 14 37 38 13 39 40 12 41 42 11 43 44 10 4x10 I 2x4 I 5x10 MT20HS = 3x4 = 3x4 = 6xT 0 MT20HS = 4x6 = 6x10 MT20HS = 3-9-4 7-0-0 11-5-5 16-0-7 20-7-8 25-2-9 29-9-11 3%6-8 3-9.4 3-2-12 4-5-5 4-7-1 4-7-1 4-7-1 4.7.1 4-8-13 Plate Offsets X, -- 2:0-0-0,0-0-4 , 3:0-4-3,Ed e , 6:0-5-0,0-3-0 , 12:0-4-12,Edge], 15:0-4-8,0-3-4 LOADING (psf) I,� SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) 0.86 13-14 >482 240 MT20 244/190 TCDL 7.0 ! Lumber DOL 1.25 BC 0.90 Vert(CT) -0.79 13-14 >523 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(CT) -0.25 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 189 lb FT = 20% LUMBER- II BRACING - TOP CHORD 4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, 1 ii3: 2x4 SP M 31 except end verticals. BOT CHORD 2 4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 3-1-14 oc bracing. 1 -15: 2x4 SP M 31 WEBS 1 Row at midpt 7-11, 8-10 WEBS 2 4 SP No.3 `Except' 3ii15,4-14,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (b/size) 10=2760/Mechanical, 2=2647/0-8-0 ax Horz 2=328(LC 7) ax Uplift 10=-2421(LC 5), 2=-2331(LC 8) I, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5199/4428, 3-4=-6098/5393, 4-5= 6842/6049, 5-6=-6562/5804, 6-7=-5393/4785, t-8= 321112893, 9-1 O 199/255 BOT CHORD -16=-3996/4574, 15-16= 3988/4552, 14-15=-5364/6141, 13-14=-5967/6842, 12-13=-5737/6543,11-12=-4724/5344,10-11=-2876/3211 WEBS -16=-226/604, 3-15=-1771/2076, 4-15=-1075/1116, 4-14=-771/905, 5-14=-310/473, 13=-363/310, 6-13=-191/530, 6-12=-1492/1312, 7-12= 839/1189, 7-11=-2699/2349, -11=-143611910, 8-10=-4016/3517 NOTES 11 - 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=35f; eave=oft Cat. 11; Exp C; Encl.l GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are T120 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss ha I been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder ) for truss to truss connections. 8) Provide mecha' Ical connection (by others) of truss to bearing plate capable of withstanding 2421 lb uplift at Joint 10 and 2331 lb uplift at Joint 2. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING • V IS r)ty design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REF RA PAGE MO-7473 rev- r0/03/2015 OEFOAE USE- Design valid for rise oNy with MITeIc5 connectors. Ttils design Is bored only upon parameters shown, and is for an Individual bueding comporsnt, not a truss system. oruse, the bulldesigner must verify the appllcabi111y of design parameters and properly Incorporate lhis design Into The overall building design. &acing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stabllfty and to prevent collapse wnh possible personal InJury and property damage. For general guidance regarding The fabrication, sfor ge, delivery, erection and bracing of trusses and truss systems, seeANSI/IP1I CualgyCrlfeda, DSB-09 and SCSI Bufld/rtg Component sso4 Parke East Blvd. Safetylnfonoa ptrwailable from Truss Plate Institute, 218 N. Street, Suite 312, Alexandno, VA 22314. Tampa, FL 33610 Job n Truss Truss Type Qty Ply Indian River Lot 8 T14595622 181365 T15 Half Hip Girder 1 1 Job Reference (optional) Ro-Mac LurI Supply Inc., Leesourg, 1-L 34146 D. iov a[vial i i cv i v wni cn aiuu. i— ��w. .,�.. .,.,, �., �., - . -I- - I D:hGYhcr4Bi IVQaul cYTOXOgzDvhb-qq?o8?KeEM4ZgW_tJlr?PFLdD7skBfvBbRkm?fywu9f NOTES- 9) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 451 lb up at 7-0-0, 180 lb down and 234 lb up at 9-0-12, 172 I down and 234 1b up at 11-0-12, 172 lb down and 234 lb up at 13-0-12, 172 Ib down and 234 lb up at 15-0-12, 172 lb down and 234 lb up at 17-0-12, 172 Ib down and 23 lb up at 19-0-12, 172 lb down and 234 lb up at 21-0-12, 180 lb down and 234 lb up at 23-0-12, 180 lb down and 234 lb up at 25-0-12, 180 lb down and 234 lb up at 27-0 i12, 180 lb down and 234 lb up at 29-0-12, and 180 lb down and 234 lb up at 31-0-12, and 180 lb down and 234 lb up at 33-0-12 on top chord, and 379 lb down and 274 lb up at 7-0-0, 86 lb down and 29 lb up at 9-0-12, 86 lb down and 29 lb up at 11-0-12, 86 lb down and 29 lb up at 13-0-12, 86 lb down and 29 lb up at 15-0-12, 86 1 down and 29 lb up at 17-0-12, 86 lb down and 29 lb up at 19-0-12, 86 lb down and 29 lb up at 21-0-12, 86 lb down and 29 lb up at 23-0-12, 86 lb down and 29 lb up at 2 -0-12, 86 lb down and 29 lb up at 27-0-12, 86 lb down and 29 lb up at 29-0.12, and 86 lb down and 29 lb up at 31-0-12, and 86 lb down and 29 lb up at 33-0-12 on b ttom chord. The design/selection of such connection device(s) is the responsibility of others. 10) in the LOAE CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert: 1-3=-54, 3-9= 54, 10-17=-20 Concentrate ILoads (Ib) Vert:'6=-109(B)15=-65(B) 16= 362(B) 3=-157(B) 12=-65(B) 7=-109(6) 20=-109(8) 22=-109(B) 23=-109(B) 24=-109(B) 25=-109(B) 26=-109(B) 28=-109(B) 30=-„09(B) 31= 109(B) 32= 109(B)33=-109(B) 34=-65(B) 35=-65(B)36=-65(B) 37= 65(B) 38=-65(B) 39= 65(B)40= 65(B)41=-65(B) 42= 65(B) 43=-65(B) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid to F use only with MlTekb connectors. This desigrr is based only upon parameters shown, and Is for an Individual building component, not a truss system building desl Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall '. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiftonal temporary and permanent bracing MiTek' Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, Safety lnformotlonovallable from Truss Plate Insiltute, 2 8 N. Lee Street, Suite 312, Mexa�a, VA 2� A. DSB�9 and BCS/ BuQding Component Tampa, FL 3361 o Blvd. Job Truss Truss Type Qry Ply Indian River Lot 8 r T74595623 181365 T16 Common Girder 1 n G Job Reference (optional) Ho -Mac Lumbe t auppiy mc., Leesourg, rL :5414o y I D:hGYhcr48il VQaul cYTOXOgzDvhb-mC7YYhLum_KH3g7GRAtTUgQOBxZEcZaU21Dt3Xywu9d -1-6-0 , 4-1-11 7-8-13 11-4.0 14-11-3 18.6.5 22-8-0 11 1-6-0 4-1-11 3-7-3 3-7-3 3-7-3 3-7-3 4-1-11 Scale = 1:45.6 10x12 MT18HS 11 5 5x6 i 5x6 6.00 12 6 4 2x4 \\ 2x4 3 7 ,I 8 O 2 t jm v O 13 18 12 19 20 11 1021 22 9 23 24 NOP2X STP —_ 7x6 = 10x10 = 5x10 MT20HS = 7x6 = NOP2X STP — lox10 = 6x10 MT20HS � 6x10 MT20HS 4-10-5 9-2-2 13-5-14 17-9-11 22-8-0 4-10-5 4-3-13 4-3-13 4-3-13 4-10-5 Plate Offsets X Y -- 2:0-4-7,Ed e , 8:0-4-7,Edge], 9:0-3-0,0-4-8 , 13:0-3-0 0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP I TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.41 12-13 >660 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,83 Vett(CT) -0.40 12-13 >681 240 MT20HS 187/143 BCLL 0.0 i.* Rep Stress Incr NO WB 0.98 Horz(CT) 0.10 8 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS 0 Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc puffins. BOT CHORD z6 SP DSS BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. WEBS z4 SP No.3 WEDGE Left: 2x4 SP No..3 Right: 2x4 SP No.3 I� REACTIONS. lb/size) 8=7473/0-8-0, 2=565810-8-0 ax Harz 2=255(LC 7) ax Uplift 8=-5602(LC 8), 2— 4585(LC 8) FORCES. (lb) IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3= 1240819890, 3-4=-12328/9920, 4-5=-10710/8588, 5-6=-10537/8226, 6-7=-14252110846,7-8=-14315/10803 BOT CHORD 2-13=-8734/11040, 12-13= 7700/9907, 11-12=-5784/7700, 9-11= 7607/10138, 8-9=-9604/12812 WEBS 5-11— 3449/4750, 6-11= 2098/1665, 6-9— 3135/4297, 7-9= 257/307, 5-12= 4349/5153, 14-12=102911014, 4-13= 1621/1842, 3-13=-236/310 NOTES- 1) 2-ply truss to a connected together with 10d (0.131 "x3") nails as follows: Top chords c ilnected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chord III connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connec ed as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectio s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced r of live loads have been considered for this design. 4) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=24ft eave=4fh Cat. II; Exp C; Enc �I, GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pfa e grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10,0 11bottom chord live load nonconcurrent with any other live loads. 7) * This truss h s 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 betwee ithe bottom chord and any other members. AInical 8) Provide mech connection (by others) of truss to bearing plate capable of withstanding 5602 lb uplift at joint 8 and 4585 lb uplift at joint 2. Walter P. Finn PE No.22839 9) Hanger(s) ori'l,", her connection device(s) shall be provided sufficient to support concentrated load(s) 2908 lb down and 2610 lb up at 6834 MiTek USA, Inc. FL Certmpa 7-1-8, 1110 lown and 905 lb up at 9-0-12, 1110 lb down and 821 lb up at 11-0-12, 1107 Ib down and 831 lb up at 13-0-12, 1284 lb down and 0 lb up at 15-0-12, 1284 lb down and 940 lb up at 17-0-12, and 1284 lb down and 940 lb up at 19-0-12, and 1284 lb Parke East Blvd. Tampa FL 33610 down and 94b up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Date: Date July 18,2018 ® WARNING - erity design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design vald fo use - with MITek-a connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. fore use -the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building deslg :'i &acing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requlrpd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto,age, delivery, erection and bracing of trusses and truss systems, seeANSI/JPII QualityCrBerla, DSB-89 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety Informa0bnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot 8 T14595623 181365 T16 Common Girder 1 n L Job Reference (optional) Ro-Mac Lumber,;& Supply Inc., Leesburg, FL 34146 ts.13V s mar 11 zui is mi i eK mausines, Inc. vvea jui 1 o uo:z coo zu i o rage z I D:hGYhcr48il VQaut cYTOXOgzDvhb-mC7YYhLum_KH3g7GRAtTUgQOBxZEcZaU2IDt3Xywu9d LOAD CASE( ) Standard 1) Dead + Rool iLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert l 1-5= 54, 5-8= 54, 2-8=-20 Concentrate I Loads (lb) Verti 12= 111 O(B) 18=-2908(B) 19=-111 O(B) 20=-1107(B) 21 _ 1284(B) 22=-1284(B) 23=-1284(B) 24=-1284(B) ® WARNING- i erffy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. ° Design valld fc q use only with MITekS 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 desIgi i. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always requl ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stc rage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualltyCiCada, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntormgtlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply Indian River Lot r r T14595624 181365 T17 Common 1 1 I Job Reference (optional) ho-iviac Lumuer a ouppiy urr:., Leebuuiy, I —10 -1.6-0 5-11-4 1-6-0 1 5-11-4 6.00 12 18 2x4 \\� 3 ST1.5 iSTP = II 17 2 1 r e 10 3x4 = I D:hGYhcr48i IVQau 1 cYTOXOgzDvhb-FPhxm 1 MXXHS8h_iS_tOi 1 uyHdKOELAid H PzQbzywu9c 16-8-12 22-8-0 24-2-0 5-4-12 5-11-4 Scale = 1:41.1 45 = 4 / 19 2x4 5 20 6 — m 7 Io 21 9 22 8 ` e e 3x4 = 3x4 = 3x4 = 14-11-3 22-8-0 7-2-5 7-8-13 -- LOADING (pst)I SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.33 Vert(CT) -0.15 10-13 >999 240 BCLL 0.0" Rep Stress Incr YES WB 0.35 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 10-13 >999 240 Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. WEBS 4 SP No.3 REACTIONS. (lb/size) 2=920/0-8-0, 6=920/0-8-0 Max Harz 2=-258(LC 10) Max Uplift 2= 750(LC 12), 6=-750(LC 12) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1440/1140, 3-4=-1293/1115, 4-5=-1293/1114, 5-6= 1440/1140 BOT CHORD 2-10=-815/1343, 8-10= 413/853, 6-8= 868/1254 WEBS 4-8= 395/577; 5-8=-341/457, 4-10= 395/577, 3-10=-341/457 NOTES- 1) Unbalanced I oof live loads have been considered for this design. 2) Wind: ASCE T-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; En I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 11-4-0, Extedor(2) 11-4-0 to 14-4-0 zone; `, ntilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions sh n; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h Is 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 betwoe l the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 750 lb uplift at joint 2 and 750 lb uplift at joint 6. �I Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M!I-7473 rev. 1010312016 BEFORE USE. " Design valid f use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system building desi Before use, the building designer must verify the applicablllly of design parameters and properly Incorporate this design Into the overall '. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlilonal temporary and permanent bracing MiTek" Is always requ Ked for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricarlort, sT safetylntonn ,rage, delivery, erection and bracing of trusses and Truss systems, seeANSUIPII Quality Criteria, DSO-69 and BCSI Building Component ;=Vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 ri Job Truss Truss Type Qty Ply Indian River Lot 8 r T14595625 181365 i T18 Common 3 1 Job Reference o tional rto-mac Lurr 1-6-1 ST1 2 �1 3x4 auppry Inc., Leesuury, rL I D:hGYhcr48iiVQau 1 cYTOXOgzDvhb-FPhxm 1 MXXHS8h-iS-tOi 1 uyHd KOELAidH PzQbzywu9c 5-11.4 11-4-0 16-8-12 22-8-0 24-2-0 5-11-4 5-4-12 5-4-12 5-11-4 1-6-0 Scale = 1:41.1 4x5 = 4 18 19 6.00 12 2x4 \\ 2x4 3 5 20 17 10 21 9 22 8 3x4 = 3x4 = 3x4 = 14-11-3 6 m 7 I 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.15 10-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.03 6 n/a n/a BCDL 10.01 1' Code F802017fTP12014 Matrix -MS Wind(LL) 0.08 10-13 >999 240 Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. WEBS x4 SP No.3 I REACTIONS. ;blsize) 2=920/0-8-0, 6=920/0-8-0 ax Horz 2=-258(LC 10) ax Uplift 2= 750(LC 12), 6= 750(LC 12) FORCES. (Ib) ,Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23= 1440/1140, 3-4=-1293/1115, 4-5= 1293/1114, 5-6=-1440/1140 BOT CHORD !2-10= 815/1343, 8-10= 413/853, 6-8= 868/1254 WEBS i4-8= 395/577, 5-8=-341/457, 4-10=-395/577, 3-10=-341/457 NOTES- 1) Unbalanced r lof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Enc!, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 11-4-0, Extedor(2) 11-4-0 to 14-4-0 zone; ntilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions sho vn; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h s 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 betvv �11 the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechnical connection (by others) of truss to bearing plate capable of withstanding 750 lb uplift at joint 2 and 750 lb uplift at joint 6. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING • l edly design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev, 10/032015 BEFORE USE. Design valid fo.;use only wffh MITeE.� connectors. This design is based only upon parameters shown, and Is for an Individual bUdl7g component tot � a tnrss System. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building destg J &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWIs always require, d for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcafiorL st tage, delivery, erection and bracing of trusses and truss systems, seeAMSW11 GUa19yCrtlede, DSB-89 and SCSI Bu➢dhig Component 6904 Parke East Blvd. Safety rnformdiJonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply Indian River Lot 8 T14595626 181365 T19 GABLE 1 1 Job Reference (optional) Ho -mac Lumber & Suppiy Inc., Leesburg, rL 34I4b -1- 1, 11 O1 2 0.1OV SIvm, 114u 10 1" 1 en I,IUUMIIGJ, 11'.V 9 uui, u vu.c-t.-t I —,v'Zi I D:hGYhcr48i IVQau 1 cYTOXOgzDvhb-BnphBjOn3viswlsr6lRA6J2XQ8Ykp3PwljSXgsywu9a 22-8-0 24-2-0 , 11-4-0 1-6-0 45 = 27 4 28 2x4 I I 2x4 I I 6x8 , 26 .. 29 6.00 12 3 /9 I 10 22 3x6 I 23 24 4x10 5 259 8 4x5 = 6x6 = 4x5 = 6 Scale = 1:42.5 22-8-0 - LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.26 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.58 8-10 >466 240 BCLL 0.0 j' Rep Stress Incr NO WB 0.34 Horz(CT) -0.08 6 n/a n/a BCDL 10.0 II Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.35 8-10 >778 240 Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins. BOT CHORD z4 SP M 31 'Except* Except: 19: 2x4 SP M 30 1 Row at midpt 3-5 WEBS z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. OTHERS x4 SP No.3 WEBS 1 Row at midpt 3-8 REACTIONS. Ib/size) 2=1786/0-3-8, 6=1788/03-8 fax Horz 2=-258(LC 23) l ax Uplift 2=-1584(LC 8), 6=-1587(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1'2-3= 3381/2817, 3-4=-632/796, 4-5= 639l777, 5-6— 3388/2834, 3-5= 2484/2112 BOT CHORD 2-10— 2295/2978, 8-10= 2280/2933, 6-8=-2316/2962 WEBS 3-10= 239/881, 5-8— 224/840, 3-8=-216/272 NOTES- 1) Unbalanced r( of live loads have been considered for this design. 2) Wind: ASCE L,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=4.2psf; h=25ft; B=45ft L=24ft; eave=4ft; Cat. Il; Exp C; End !, GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 pla a grip DOL=1.60 3) Truss designe for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End De ails as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) Provide adeq ate drainage to prevent water ponding. 5) Gable studs s 'aced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss h s 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 betwee Lithe bottom chord and any other members. 8) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 1584 Ib uplift at joint 2 and 1587lb uplift at joint 6. 9) Graphical purl representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or 7-3-9, 172 Ib other connection device(s) shall be provided sufficient to support concentrated load(s) 254 Ib down and 464 Ib up at �down and 249 Ib up at 9-0-12, 172 Ib down and 239 Ib up at 10-10-0, 172 Ib down and 237 lb up at 11-8-12, and 172 Ib down and 49 Ib up at 13-7-4, and 254 Ib down and 464 Ib up at 15-7-9 on top chord, and 379 Ib down and 274 Ib up at 7-0-0, 86 Ib down a i,d 29 Ib up at 9-0-12, 86 Ib down and 29 Ib up at 10-10-0, 86 Ib down and 29 Ib up at 11-8-12, and 86 Ib down and 29 Ib up at 1 7-4, and 379 Ib down and 274 Ib up at 15-7-4 on bottom chord. The design/selection of such connection device(s) is the respon „ibility of others. Walter P. Finn PE No.22639 11) In the LOAD I ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101=015 BEFORE USE. Design valld fol Use only with MITekb connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building clesigril Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requlr fabrication, sto 3d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuaIDyCdfedd, DSB-89 and 8CS1 BUBdIng Component 6904 Parke East Blvd. Safetyrnfomra ffon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot I r ' 1 T14595626 181365 T19 GABLE 1 1 Job Reference optional) Ro-mac Lumber rk supply Inc., Leesourg, 1-L :i414r1 LOAD CASE(S l Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: jil6-19= 20, 1-3=-54, 3-4=-54, 4-5=-54, 5-7=-54 0. 1 OU b IVIGI 1 I LV 1 O IVII 1 — II 1UUbr11—, Illy. VV VU uUl I U UU.ct."uv c I D:hGYhcr48il VQaul cYTOXOgzDvhb-BnphBjOn3viswlsr6l RA6J2XQ8Ykp3PwljSXgsywu9a 5=-157(F) 10=-362(F) 8=-362(F) 22=-65(F) 23=-65(F) 24=-65(F) 25=-65(F) 26=-109(F) 27=-109(F) 28=-109(F) 29=-109(F) A WARNING - errly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. ' Design valld fo use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an individual building component, not iefore a truss system. building dosigr use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall J Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rezlulr„d fabricatlon, stoage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSyfpll CualllyCrBeda, DSB-89 and BCSI BUYd/rig Component 6904 Parke East Blvd. Safetylnfouno flanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Indian River Lot 8 ' + T14595627 181365 T20 Common Girder 1 1 Job Reference (optional) Ho -mac Lumoeq;ar auppry uto., Leesuurg, rL OW0 1-6-0 I D:hGYhcr48ilVQaulcYTOXOgzDvhb-f_M3O3OPgCgjYRR1 g7yPfWajdY_HYMH4zNB5Clywu9z 7-0-8 10-3-8 13-4-0 18-10-0 3-3-0 3-3-0 3-0-8 5-6-0 4x4 = Scale = 1:37.1 5 5x5 i 7x6 Q 6.00 12 4 6 I 3x4 i 3 7 I" of It s s 12 11 15 10 16 e s 17 18 9 8 ST1.5x8 STP = 2x4 I I 8x8 = 8x10 = ST1.5x8 STP = 12x14 = 4x6 = 7x6 = 3-9-8 7-0-8 10-3-8 13-4-0 18-10-0 3.9-8 3-3-0 3-3-0 3-0-8 5-6-0 Plate Offsets X Y -- 2:0-1-4,0-0-3 , 4:0-1-8,0-2-0 , 8:0-1-12,0-0-0 , 8:Ed e,0-11-0 , 9:0-2-8,0-4-12 , 10:0-5-0,0-4- 11:0-3-8 0-4-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) 0.17 11 >951 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.16 11 >999 240 BOLL 0.01 ` Rep Stress Incr NO WB 1.00 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 123 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced n 2) Wind: ASCE II; Exp C; Enc DOL=1.60 pla 3) This truss has 4) ` This truss hf will fit betweei 5) Provide mech joint 9 and 691 6) Hanger(s) or( 7-0-12, 1251 1 and 152 lb do of others. 7) In the LOAD LOAD CASE(S) 1) Dead + Roof Uniform Load Vert: BRACING - A SP M 30 TOP CHORD l6 SP M 26 `Except' 10: 2x6 SP No.2 BOT CHORD :4 SP No.3 `Except` WEBS 11,6-10,6-9: 2x4 SP No.2 /size) 2=2218/0-8-0, 9=4843/0-8-0, 8=-579/0-6-0 lax Horz 2=274(LC 31) lax Uplift 2=-1889(LC 8), 9=-4174(LC 8), 8= 690(LC 17) lax Grav 2=2218(LC 1), 9=4843(LC 1), 8=481(LC 7) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ?-3=-4449/3600, 3-4=-4249/3547, 4-5=-1830/1523, 5-6— 1845/1548, 6-7=-809/1082, 7-8=-519/579 2-12=-3149/3954, 11-12= 3149/3954, 10-11= 2998/3777, 9-10_ 935/833 3-11— 337/258, 4-11=-2754/3227, 4-1O-3186/2830, 5-10= 1227/1476, 6-10=-2932/3869, 3-9=-4484/3595, 7-9=-859/901 Structural wood sheathing directly applied or 3-4-3 oc puffins, except end verticals. Rigid ceiling directly applied or 5-5-15 oc bracing. 1 Row at midpt 4-10, 6-10 A live loads have been considered for this design. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft eave=4fh Cat. GCpj=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber grip DOL=1.60 teen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ; 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 the bottom chord and any other members. nical connection (by others) of truss to bearing plate capable of withstanding 1889 lb uplift at joint 2, 4174 lb uplift at lb uplift at joint 8. her connection device(s) shall be provided sufficient to support concentrated load(s) 2740 lb down and 2441 lb up at down and 972 lb up at 9-0-12, 1258lb down and 941 lb up at 11-0-12, and 180 lb down and 289 lb up at 15-0-12, n and 199 lb Lip at 17-0-12 an bottom chord. The design/selection of such connection device(s) is the responsibility NSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) ✓e (balanced): Lumber Increase=1.25, Plate Increase=1.25 Of) 5=-54, 5-7=-54, 2-8=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING- erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE. Deslgn vdlid f luse only with MITek®connectots. Thls deslgn Is based only upon parameters shown, and Is for an Individual building component, not a trLm system. building design! Pefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always regd%ed for stability and to collapse with Injury and damage. for regarding the fabrication, st prevent possible personal property general guidance ge, delivery, erection and bracing of trusses and truss systems, seeANSWIPIl QualifyClCeda, DSB-09 and BCSI BuOding Component 6904 Parke East Blvd. Salefy Infoa ittla civallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot8 r r T14595627 181365 T20 Common Girder 1 1 Job Reference (optional) Ho -Mac Lumber L4 Supply Inc., Leesburg, t-L:14/ors LOAD CASE(S Standard Concentrate Loads (lb) Vert: 111=-2740(F) 15=-1251(F) 16= 1258(F) 17=138(F) 18=92(F) a. 113V b MCA[ 11 eu 10 IVII I UN H IUubu Itlb,!1IU. YYVU oul io vo.c-n-rc cv io U. I D:hGYhcr4BilVQau 1 cYTOXOgzDvhb-f_M3O3OPgCgjYRR 1 g?yPf W ajdY_HYM H4zN BSCIywu9Z ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid f ),r use only with hAlTekV connectors. This design is based only upon parameters show , and Is for an Individual building component, hot a truss system :'Before use, the building designer must verify the applicabfllty of design parameters and properly Incorporate this design Into the overall building dell n. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/ a Is always reci lied for stability and toprevent collapse wlih possible personal Injury and property damage. For general guidance regarding the IYl01e'ka fabrication, st 3rage. delivery, erection and bracing of trusses and truss systems, seeAMSMI1 Auaidy Cdfedd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Informp/fonavallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot I t r � T14595628 181365 I T21 GABLE 1 1 Job Reference (optional) Ro-Mac Lumber,& Supply Inc., Leesburg, FL 34748 8.130 s Mar 112018 MITek Industries, Inc. Wed Jul 18 08:24:442018 Page 1 I D:hGYhcr48ilVQaul cYTOXOgzDvhb-bM UgpkQfMg4RnibQnQ_tkxg 1 KLdfOStN Rhg BH Bywu9k 1 3-3-4 10-3-8 17-3-12 2u-r-u 3-3-4 7-0-4 7-0-4 3-3-4 4x4 = 6 2x4 11 2x4 11 4 8 6.00 12 6x8 = x I 4x10 3 x II 7 9 10 I 2x4 2x4 2 11 1 12 I 1-6-0 Scale=1:37.4 16 23 24 25 15 14 4x6 = 3x4 = 4x6 3x8 = 4x6 = 20-7-0 it 20-7-0 Plate Offsets (X,Y)-- (3:0-4-7 0-2-2j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) -0.62 14-16 >401 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.60 14-16 >410 240 BOLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) -0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD it x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD ' 4 SP M 31 'Except* BOT CHORD Rigid ceiling directly applied or 3-3-13 oc bracing. 12-15: 2x4 SP M 30 WEBS 1 Row at midpt 3-14 WEBS 2k4 SP No.3 JOINTS 1 Brace at Jt(s): 7, 5, 9 OTHERS z4 SP No.3 REACTIONS. Ib/size) 1=889/0-3-8, 12=979/0-3-8 Max Horz 1— 234(LC 6) Flax Uplift 1= 1673(LC 8), 12=-1839(LC 8) f 1 ax Grav 1=1407(LC 36), 12=1484(LC 37) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 2833/3571, 2-3=-2731/3554, 3-4=-684/868, 4-6� 615/862, 6-8= 618/876, 8-10= 662/842,10-11=-2728/3532,11-12=-2814/3519,3-5=-1904/2544,5-7=-1903/2545, 7-9=-1903/2545, 9-10� 1903/2545 BOT CHORD i11-16=-299B12661, 14-16=-2901/2517, 12-14=-2938/2477 WEBS 3-16=-747/757, 10-14=-682/705, 2-16= 432/398, 11-14= 393/324, 6-7= 283/192 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE -10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Ei GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pla a grip DOL=1.60 3) Truss design e for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End De ails as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adeq 'ate drainage to prevent water ponding. 5) Gable studs s 'aced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss h s 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 betwee Ithe bottom chord and any other members. 8) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 1673 lb uplift at joint i and 1839 lb uplift at joint 12. 9) Graphical purl In representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 lb down and 448 lb up at 6-3-9, 1471b down and 210 Ib up at 8-0-12, 295 Ib down and 390 ib up at 10-3-8, and 147 Ib down and 210 Ib up at 12-6-4, and n Walter P. Finn PE No.22836 322 lb down and 448 lb up at 14-6-9 on top chord, and 392 lb down and 362 lb up at 6-0-0, 99 lb down and 214 lb up at 8-0-12, MiTek USA, Inc. FL Cart 6634 99 lb down a Ind 214 lb up at 10-0-12, 99 lb down and 214 lb up at 10-6-4, and 99 lb down and 214 lb up at 12-6-4, and 392 lb 6904Parke East Blvd. Tampa FL 33810 down and 362 lb up at 14-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 July 18,2018 WARNING - erity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE " Design valld fo use only with Mil Tek8 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. building desig fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall I Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MoTeW Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sic ,69e, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Crgedd, DSB-89 and BCSI BUMd(ng Component 6904 Parke East Blvd. Safety tnformgNonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply Indian River Lot ! f � r T14595628 181365 T21 GABLE 1 1 Job Reference (optional) Ro-Mac Lumber R Supply Inc., Leesburg, FL 34748 tf.l su s Iviar 11 2u7t5 MI i ek Indu5iiieb, in,;. vveu oui i o 06.e-+:•t4 GU 1 o raye c ID:hGYhcr48ilVQaulcYTOXOgzDvhb-bMUgpkQfMg4RnlbQnQ_tkxgI KLdfOStNRhgBHBywu9X LOAD CASE(S I Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa( (Pit) Vert: 17-20=-20, 1-3= 54, 3-6= 54, 6-10=-54, 10-13=-54 Concentrate Loads (Ib) Vert:115=130(F) 6= 150(F) 10=-137(F) 16= 106(F) 14=-106(F) 3=-137(F) 4= 75(F) 8=-75(F) 23=130(F) 24=130(F) 25=130(F) ® WARNING - design parameters and READ NOTES ON THISANDINCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE.Designvd t1ldly ldfose only wish MlTetlb connectots. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system.fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigr&acing indicated Is to buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is for to Injury damage. For regarding the always requlr�d stability and prevent collapse with possible personal and property general guidance fabrication, sto¢goge, delivery, erection and bracing of trusses and truss systems, seeANS&VI► QualilyCiffeda, DSB-89 and BCS1 BuQding Component 6904 Parke East Blvd. Safety lnfolma bmvaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply River Lot 8 � � L r T14595629 181365 T23 Common 2 1 Jndian ob Reference o tional Ho -mac LUMD k z5uppiy mc., Leesour9, rL avtva -1-6-0 4-9-4 1 6 00 4-9-4 6.00 F12 2x4 3 15 1 STP = 1 s e s 3x5 = o.Iou O 1v0 I I CV IO ' I Cn IIIUUJI„cal, nn,. vrcu vu, ry vv.c�.�., ID:hGYhcr48iIVQau1cYTOXOgz vhb-3Z2C04RH77CIPv cL8V6H9CKp12TIvaWfLQlpdywu9W 9-0-0 13-2-12 18-0-0 4-2-12 4-2-12 4_9_4 Scale = 1:33.8 4x4 = 4 16 17 2x4 i 5 LOADING (psf SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.22 TCDL 7. Lumber DOL 1.25 BC 0.41 BCLL 0. Rep Stress Incr YES WB 0.20 BCDL 10. Code FBC2017/TP12014 Matrix -MS LUMBER- 18 6 8 �J 3x5 = 6x8 = 17-9-0 1840 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.09 8-11 >999 360 MT20 2441190 Vert(CT) -0.18 8-11 >999 240 Horz(CT) 0.02 6 n/a n/a Wind(LL) 0.05 8 >999 240 Weight: 82 lb FT = 20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing airecuy appuea or 6-u-v oc punins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib1size) 2=747/0-8-0, 6=74710-8-0 Max Horz 2=211(LC 11) Max Uplift 2=-626(LC 12), 6=-626(LC 12) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10961920, 3-4=-830/708, 4-5= 830/708, 5-6= 1096/920 BOT CHORD 2-8=-637/982, 6-8— 691/960 WEBS 4-8=-301/515, 5-8= 349/441, 3-8— 348/441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS C i7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B--45ft; L=24ft; eave=oft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions sh wn; Lumber DOL=1.60 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 truss as been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit be twe In the bottom chord and any other members. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 2 and 626 lb uplift at joint 6. 1 iM 7 Io Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03)2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for cm Individual building component not a truss syste I Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building des] in. &acing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always req lred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSUMII QualityCiaeifa, DSO-89 and BCX Building Component 6904 Parke East Blvd. Safetyrnfo �a/(oiravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Indian River Lot ? r • T14595630 181365 T24 Hip Girder 1 1 I Job Reference (optional) no-Iwac Lumoera auppry Inc., Leesuury, rL avrva 1-6-0 31 3x5 = 6.00 12 I D:hGYhcr48i I VQau 1 cYTOXOgzDvhb-YIcaEQRwuRK8131ovrOLpMI R79NfUMGfu?91 L4ywu9V 18-0-0 i 19-6-0 4-0-0 5x6 = Sx5 = 3 16 4 9 17 8 7 2x4 11 3x4 = 3x4 = 1-6-0 Scale = 1:34.2 5 ST1.5x8 S 6 Io e s s 3x5 = 17-9-0 18-0-0 LOADING (psf TCLL 20.12 TCDL 7.0 BCLL OX BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr NO Code FBC2017/TPI2014 CSI. TC 0.50 BC 0.47 WB 0.23 Matrix -MS DEFL. in Vert(LL) 0.14 Vert(CT) -0.15 Horz(CT) 0.04 (loc) I/deft Ud 9-12 >999 240 9-12 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc puriins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. WEBS x4 SP No.3 REACTIONS. l(lb/size) 2=1353/0-8-0, 5=1353/0-8-0 Max Horz 2=171(LC 24) ax Uplift 2= 1200(LC 8), 5= 1200(LC 8) �Max. FORCES. (ib) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2357/1945, 3-4=-2016/1826, 4-5=-2358/1945 BOT CHORD 2-9= 1509/2046, 7-9=-1500/2023, 5-7= 1510/2037 WEBS 1 3-9=-237/606, 4-7= 237/607 NOTES- 1) Unbalanced -oof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; En 'I., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pl to grip DOL=1.60 3) Provide adec uate drainage to prevent water ponding. 4) This truss ha 5` been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwe n the bottom chord and any other members. 6) Provide mech ianical connection (by others) of truss to bearing plate capable of withstanding 1200 lb uplift at joint 2 and 1200 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 446 lb up at 7-0-0, and 193 lb down and 234 lb up at 9-0-0, and 251 lb down and 446 lb up at 11-0-0 on top chord, and 379 lb down and 274 lb up at 7-0-0, nd 86 lb down and 29 lb up at 9-0-0, and 379 lb down and 274 lb up at 10-11-4 on bottom chord. The design/select on of such connection device(s) is the responsibility of others. 8) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(SX1 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert: 1 1-3=-54, 3-4= 54, 4-6=-54, 10-13=-20 Concentrate 'Loads (lb) Walter P. Finn PE No.22838 Vert: 4=-157(B) 9=-362(B) 7=-362(B) 3=-157(B) 16= 109(B) 17=-65(B) MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: July 18,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. ' Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a lam system building clesIC iBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req fabrication, st Iced for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the gage, delivery, erection and bracing of trusses and truss systems, seeANSW11 QualityCrBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety lnfonn" navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss j 2 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 truss individual lateral braces themselves wide spacing, o WEBShc�,4 may require bracing, or alternative Tor I co,�p bracing should be considered. 3, Never exceed the design loading shown and never inadequately braced trusses. aUstack materials on O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 cb7 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-11id' from outside 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 JOINTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE jointand embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 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 ANSI/TPI 1. 'Plate location details available in M►Tek20120 software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content lumber 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 by text in the bracing section of the Trusses are designed f6r wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing 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 dle� © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only,,s 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: psi ANSI/TPII : National Design Specification for Metal 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone t onneGted-Wood Truss -Construction DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, loTek' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015