Loading...
HomeMy WebLinkAboutTrussr 78-02-00 71-00-00 <, — 4-08-00�' N u 1 04 O yr J2 V o 600m J x ' O CJ 1 -- —� r_i 11 aoC.r N o T3 N o 8-06-00 O o T4 � O N T4 91 4 i. 00 `W T3 s CJ1; rxJ 1 I t \ J1 y�� o0 o „ NOTES „:. NE M, N Ea9_ n Lamm w, 1.)REFER TO HIB 91 (RECOMMENDATIONS 04 FOR HANDLING INSTALATION AND H V U ✓� TEMPORARY BRACING.) REFER TO 0ENGINEERED DRAWINGS FOR PERMANIENT o 75-08-00' , ---- -- -- BRACING REQUIRED. o 78-02-00 C14' 2.)AII TRUSSES (INCLUDING TRUSSES UNDER VALLEY FRAMING) MUST BE COMPLETELY awga.��w; DECKED OR REFER OR DETAIL V10_: FOR .:.' LTERfJATE BsZACiNG REQUiREMEI'�;5. 3.)ALL VALLEYS ARE TO BE 71-00-00 CONVENTIONALLY FRAMED BY BUILDER. 1 C�04-00 47-09-00 6-00 12-05-00 4.)ALL TRUSSES ARE DESIGNED FOR ? c.c. - MAXIMUM SPACING UNLESS OTHERWISE NOTED. O n d1 O O O O' O N N h a0 O O N c- y'% U U -Fr I— I— I— H F H I F F H H F F_ H H H F- H F H A5.R AE LLCONSIDEREDW LOAD IN BEARINGUNLESS 05 CJOTHERWISE NOTED CJ1 I CJ2 CJ2 6.)SY42 TRUSSES MUST BE INSTALLED WITH J3- � THE TOP BEING UP. CJ2 J4 J3 l\ 0-00 00 7.)BEAM/HEADER/LINTEL. (HDR) TO BE J3 I FURNISHED BY BUILDER. 0-00 J3 J J3 0 J3 ' J -00 0 6-00 J3� J3 - J o J3 ;. �h'' N cif i lders i _ i — — r _ — - i r r _ 'Rid r c, rv," r o �r \il \ - \ l \r - _ \rl \ I \,\r \/' CJ2 0 Cil N' J3 11 r rl \ rl ,r N PHONE: 90 Jacksonville31 6100 FAX: 904-772-197 y Tampa J3 - - \\ rl y - d, j ✓0 PHONE: 813-621-9831 FAX: 813-628-8956 JAr 3 J3 3 0 Freeport CD $-00 PHONE:850-835-4541 FAX:850-835-4532 J3 ,o 0 0 o g o 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 o O o 0 0 0' o J3 Q b O 0 0 0 o O o 0 0 0 0 0 o O o O 0 O 0 0 0 0 o O o O: o o M BUILDER: 4 I 1 �. 1 1 1. 1 1 A 1 1 I 1 1 1 1 li I 1 I I 1 1. 1 A o 0 0 0 o O O O o 0 o O oIII 0 O o 0 0 0 0 0 0 00 0-J3 4 N N N N N N - N N N N N'. N N N N N N N N N N N N N 'c- r MARIO ARBUCCI ,._ x �,,,-_ J2 'CJ2 _. �. _ : -. .. - _.�.: . h,.. � :., � CJ1 , LEGAL ADD ~ r 67 WATERSONG DR 0. Np-7 M Nr tp O N ly MODEL: Rev ision 68 06 00 . RECEIVED TAYLO R _ Rev. By: 0 APR 2 9 2019 e erence -- 71-00-00 DATE: Drawn By: $T. Lucie county, Permitting 4/24/2019 1733124 I�AFaPI Lumber design values are in accordance with ANSI/TPI 1. section 6.3 These truss designs rely on lumber values established. by others. MiTek® RECEIVED RE:' 1733124 - 1733124 Hr n & U cu IJ MiTek USA, Inc. Site Information: ST. Lucie County, Permitting 6904 Parke East Blvd. Customer Info: MARIO ARBUCCI Project Name: TAYLOR RESIDENCE Model:TF3310 4115 6 Lot/Block: N/A Subdivision: TAYLOR RESIDENCE Address: 67 WATERSONG DR., N/A . Iqo®e City: PORT SAINT LUCIE State: FL �`��� Name Address and License # of Structural Engineer of Record, If there is -one, for the buil'ddig. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading :Conditions): Design Code: 'FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 180 mph Roof Load: 46.0 psf Floor Load: N/A psf This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, f hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# . I Truss Name I Date 1 1 T16874610 1 CJ1 4/24/19 118 IT16874627IT14 4/24/19 12 1 T16874611 1 CJ2 14/24/19 119 I T1687462B I T15 14/24/19 1 13 1 T16874612 I CJ3 14/24/19 120 I T16874629 I T16 14/24/19 1 14 I T16874613 I CJ4 14/24/19 121 I T16874630 I T17 14/24/19 I 15 I T16874614 I HJ1 14/24/19 122 I T16874631 I T18 14/24/19 I 16 I T16874615 I HJ2 14/24/19 123 I T16874632 I T19 14/24/19 17 I T16874616 I HJ3 14/24/19 124 I T16874633 I T2 14/24/19 I 18 I T16874617 I HJ4 14/24/19 125 I T16874634 I T3 14/24/19 I 19 I T16874618 I J 1 14/24/19 126 I T16874635 I T4 14/24/19 I 1-10 I T16874619 I J2 14/24/19 127 I T16874636 I T5 1 4/24/19 Ill I T16874620 I J3 14/24/19 128 1 T16874637 I T6 14/24/19 112 I T16874621 I J4 14/24/19 129 I T16874638 I T7 14/24/19 113 T16874622 I T1 14/24/19 130 I T16874639 I T8 1 4/24/19 114 1 T16874623-1 T10 14/24/19 131 I T16874640 I T9 14/24/19 115 I T16874624 I T11 14/24/19 132 I T16874641 1 V1 14/24/19 116 I T16874625 I T12 14/24/19 I . 117 I T16874626 I T13 14/24/19 The truss drawing(s) referenced.above have been prepared by MiTek USA, Inc..under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss.component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1 These designs are based updn.parameters shown (e.g., loads, supports, dimensions, shapes and design.codes), which were given to MiTek. 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 designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify. applicability of design parameters and properly incorporate these designs into the overall building.design per ANSI/TPI 1, Chapter 2. lllnu//�y 1 N �O.•.•GENS. 68182 :� •• TATE OF ` O N A1- 1�11111111 Jo quin Vele PE No.68182 M ek USA, I c. FL Cert6634 6 04 Parke E st Blvd. Tampa FL 33610 Velez, Joaquin ;pril 24,2019 1 of 1 Job Truss Truss Type Qty Ply 1733124 T16874610 1733124 CJ1 Jack -Open 20 1- Job Reference (optional) builders First Source, Ylani Guy, M - 32bab, 0.4ev s IVuv 10 cu,o ,vu i en u,uusuies, it ic. ".. rip, cv , a,vo. i o cu i a ray. , I D:GBFBV I Py77W P_RswcjsBYIzPCH I-ilQUV5m1 EgrpmactDwv2VxONaasLblYPVH1 ofDzNVX9 2-0-0 5x6 = 2-0-0 2-0-0 2 3 Scale = 1:11.5 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. ADEQUATE m SUPPORT REQUIRED . Plate Offsets (X Y)-- (1:0-0-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 6 n/r .120 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.01 6 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lf P12014 Matrix -MP Weight: 11 lb FT = 20:/ LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=-0/Mechanical, 3=183/Mechanical Max Harz 2=149(LC 1), 3=163(LC 12) Max Uplift 3=-142(LC 12) Max Grav 3=183(LC 1) FARCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-339/125 BOT CHORD 1-3=-268/545 NOTES- (6) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-610 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 3=142. 6) "This manufactured product is designed as an individual building component. The suitability and use of.this component for any . particular building is the responsibility of the building designer per ANSI T.PI 1 as referenced by the building code." Joaquin Velei PE.N6.68182 - . MiTek USA, Inc, FL Oert 6634 8904 Parke East Blvd. Tampa FL 33810 . Date: April 24,2019 _ Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM7473 rev, 10/032015 BEFORE USE. Deslgn valid for use only with MITek® connectors. This design is based only upon parameters shown, sand is for an Individual building component, not �- a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into. the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda,.DSB-89 and SCSI Buldtng Component 6904 Parke East Blvd., Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1733124 T16874611 1733124 CJ2 Jack -Open 16 1 Job Reference (optional) rsunaers nrst source, riant L ny, M - 54000, 0.000 b IYUV 10 LU 10 IVII I UN II IUUJIII.D, II— VV.0 lira — I c ray. I I D:GBFBVI Py77W P_RswcjsBYIzPCH I-Bx_s7Rnf77zgOkB3ndCiH19ZaH_GYKACZ8xnaBfzNVX8 4-0-0 4-0-0 3 It 5 ST1.5x8 STP = 2-0-D -0 4-0-0 2-0-0 0- -0 1-8-0 Plate Offsets (X Y)-- [1:0-2-8 0-1-21 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.15 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0,00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 22lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-15/Mechanical, 4=-67/Mechanical, 5=445/0-8-0 Max Horz 5=197(LC 12) Max Uplift 3=-80(LC 12), 4=-67(LC 1), 5=-197(LC 12) Max Grav 3=62(LC 10), 4=48(LC 8), 5=445(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. .TOP CHORD 1-2=-297/208 BOT CHORD 1-5=-244/312 WEBS 2-5=-362/559 NOTES- (6) 1) Wind: ASIDE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 zone; cantilever 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 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas -where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom, chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) 3, 4 except at=lb) 5=197. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1W03/2015 BEFORE USE. Design valid for use only, with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a, truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quail Cdtada,.DSB-69 and SCSI Building Component. 6904 Parke,East Blvd., , Safety Informatlonavallable from Truss Plate Institute', 218 N. Lee Street, Suite' 312; Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 " T16874612 1733124 CJ3 Jack -Open 1 1 Job Reference o tional . Builders First Source, Plant Glty, FL- 32b66, 0.4zu 5 IVVV, 10 — 10 1VII I CA IIIUU u—, I1u. rr— -P. — ,a.-,. aV to , .!J _ , I D:G BF8V I Py77W P_RswcjsBYIzPCH I-f7YEKnnHinR5W OtmFLLxW aM6naOft3fGi NbW 7k6zNVX7 2-0-0 1 200 Scale = 1:17.6 7.00 12 2x4 11 2 2x4 11 2.p-0 1 200 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in '(16c) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4. >909 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC : 0.02 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0A0 3 n/a .. n/a BCDL 10.0 Code FBC2017/ PP12014 Matrix -MP ' Weight: 17 lb. FT = 20% LUMBER- BRACING - TOP CHORD 2k6 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS- 2x4 SP No.3 BOT CHORD :: -Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=79/0-6-0, 3=79/Mechanical Max Horz 4=85(LC 12) Max Uplift 3=-151(LC 12) . Max Grav 4=79(LC 1), 3=125(LC 19) .FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) . .. .. 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., " GCpi=0.1.8; MW FRS (envelope) and, C-C Exterior(2) zone; cantilever 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry .Gable End Details as applicable, or consult qualified building designer as per ANSI/LPI 1.. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent 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 wherea rectangle 3-6-0 tall by 2-0-Uwide will fit between the bottom chord and any other members._ 6) .Refer to girder(s) for truss to truss connections. 7) :Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=151. . 8) "This manufactured product is designed as,an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE, Design valid for use only.with MiTek® connectors. This design Is, based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into. the overall building design.. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always: required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the .. - .: fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSU1911 Quality Cdtarla,:DSB-69 and SCSI BuOding Componant, 6904 Parke:East Blvd,, SafotV Infoanatlonovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type :. City. Ply 173312.4 T16874613 1733124 CJ4 Jack -Open 1 1 • Job.Reference o tional . buiiaers rust Source, mam l:ny, t-L - 3Gb66, 3x6 O.LLu J lNuv I u— I o IVII I um II IuuJule, Il lu. vv u r Fl — ­11 1 W. I ID:GBF8V I Py77W P_RswcjsBYIzPCH I-f7YEKnnHmR5W OtmFLLxW aM6mcOfg3fDiNbW 7k6zNVX7 2-0-0 200 3x4 11 Scale = 1:17.6 f 0 6 N 6. .. N 4 3x4 = 2x4 11 200 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20. " 244/190 TCDL 16.0 Lumber DOL " 1.25 BC . "0.03. Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 2 n/a n/.a " BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 15 lb . FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD; 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=79/0-6-0, 3=17/Mechanical,.2=62/Mechanical Max Horz 4=85(LC 12) Max Uplift 3=-69(LC 12), 2=-91(LC 12) Max Grav 4=82(LC 21),'3=50(LC 10), 2=86(LC 19) FARCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and. C-C Exterior(2) zone; cantilever left avid right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building:designer as per ANSI/TPI 1. ' 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load rioncoilcurrent with any other live loads: 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 6) .Refer to girder(s) for truss to truss connections. 7) :Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) Gap between inside of tap chord bearing and first diagonal or vertical web shall not exceed 0.500in... .' 9) "This manufactured product is designed as,an individual building:component. The suitability and use of this component for any particular building is the responsibility, of the'building designer per ANSI TPI 1 as referenced by'the"building'code." Joaquin Velez:PE.No.68182 MI ek USA, Inc. F Cort6634 .. 690 .4 Pairke East Blvd. Tampa FIL 3.361,0., April 24,2019 • Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only,with MI.Tek@ connectors. This design Is based only upon parometers.shown, and is for an individual building component, not �^ a�truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into. the overall building design, indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M!Tek" ■ - - .Bracing Is always required for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSIMII Quality Cdtada,:DSB-89 and BCSI Bulldtng Component: .. 6904 Parke East Blvd." Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type City Ply 1733124 T16874614 1733124 HJ1 Diagonal Hip Girder 2 1 Job.Reference (optional . tsuuaers mrst source, mane city, r•L - 32bbb, o.ccU s rvuv I O LV I O "" I CA II IUUJUICJ, ...— rrou -P. I a V. I oup I ID:GBF8VIPy77W P_RswcjsBYIzPCHI-7K6cY7ovXIDNd1 LSu2TI6aetJowuo4urbFGgGYzNVX6 8-5.1 851 Scale=1:23.7 3 .. Nil N M . 1 3x6 I 2-9-9 3-3-4 8-5-1 2-9-9 -5-1 5-1-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 .. TC 0.37 Vert(LL) -0.04 4-5 , >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.35 Vert(CT) _ 0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB " 0.15 Horz(CT) -0.07 3 n/a n/a BCDL 10.0 Code FBC2617/TP12014 Matrix-MSH Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size)9=58/Mechanical, 4=-60/Mechanical, 5=840/0-11-5 Max Horz 5=296(LC 8) Max Uplift 3=-222(LC 8), 4=-88(LC 19), 5=-796(LC 4) , Max Grav 3=65(LC 32), 4=71(LC 22), 5=840(LC 1) FPRCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/91 . .BOT CHORD 1-5=-0%296 WEBS 2-5=-429/519 NOTES- (8) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate 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 has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any otheirmembers. 4) Refer to girder(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) 4'except at=lb) . 3=222, 5=796. 6) Hanger(s).or other connection device(s) shall be provided sufficient.to support concentrated load(s) 182 lb down and'140 lb up at 5-7-14, and 182 lb down and 140 lb up of 5-7714 on top chord, and 155 lb down and 170 lb up at 279-15, 155 lb down and 170 lb up. at 2-9-15, and 40 lb down and 95_ Ib up at 5-7-14, and 40 lb down :and. 95 lb up at 5-7-14 on bottom chord: The design/selection of 'such connection device(s) is the responsibility of others: 7) In the LOAD CASE(S) section,- loads applied to the face of the truss are noted as front'(F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI.TPI 1 as referenced by the buildirig.code." LOAD CASE(S) Standard 1) ,Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veft:.1-3=-72,4-6=-20 "'" Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 9=119(F=59, B=59) 10= 309(F=-155, B=-155) 11=121(F=61, B=61) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.3.3610. Date: - .. April 24,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCEPAGE 114II-7473 rev. 10103/2015 BEFORE USE. Design valid for use only v✓ith IviiTek@ connectors. This design is based only upon parameters show.h, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the appiicability of design parameters and properly incorporate this design Into the overall building design, Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r M .Bracing prevent is always:required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the .: iTek" - fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViP11 Quality Cdtoda,.DSB-69 and BCSI BuOding Component: ' . 6904 Parke:East Blvd.. Safety Infonnatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. Ply 1733124 T16874615 1733124 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional): bunaers t-irsl bource, many ur1y, t-L - JZ300, O.GLV A I- IU - 10 IVII u- VY r,rll G '4yc ID: GBF8VI Py77W P_RswcjsBYIzPCHI-bW g?ITpXl2LEFBveSm_fnB2BBFMXYm?qv?Eo_zNVX5 ... Scale = 1:16.6 3 5 2x4 2-9-9 3-3-4 ., 5-1-8 2-9-9 0-5-10 1-10-4 .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 0.30 Vert(LL) -0.00 . 4-5 . >999 240 MT20: 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0:00 4-5 >999 180 BCLL 0.0 Rep Stress [nor " NO WB 0.11 Horz(CT) -0.04 3 n/a n/.a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 27 Ib - FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD.. Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS2x4SPNo.3 REACTIONS. (lb/size) 3=-93/Mechanical, 4=-174/Mechanical, 5=1042/0-11-5 Max Horz 5=179(LC 8) Max Uplift 3=-93(LC 1), 4=7174(LC 1),'5=-878(LC 4) Max Grav 3=76(LC 4), 4=166(LC'4), 5=1042(LC 1) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown.. WEBS 2-5=419/361 NOTES- (8) . . 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.20sf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed Lumber DOL=1.60 plate 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between.the bottom chord and any other members: 4) Refer to girder(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) 4=174, 5=878. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and:170 lb up at 2-9-15, and 155 Ib down and 170 Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s) is.the responsibility. of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plf) .. Vert: 1-3=-72, 4-6=-20 Concentrated Loads (lb): Vert: 9=-309(F=-155, B=-155) Joaquin Velez PE,No.68182 :. MTek USA, Inc. FL Cerf 6634 6904 Parke East Blvd. Tampa FL 83610 , Dates April 24,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a:truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into. the overall building design, .Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiT k° Is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .. . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QuatBy Critorlo,:DSB.89 and BCSI BuIlding Component: ' . 6904 Parke -East Blvd. Safety Informatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FIL 33610 Job Truss q Truss Type Qty . Ply 1733124 T16874616 17331.24 HJ3 Diagonal Hip Girder 6 1 Job Reference (optional) euiiaers rust source, many cny, t-L - JZabb, - 0 a.eeU 5 IVVV 10 LU 10 IVII I UK II IUUJIIICJ, IIIU.. VVUU MPI - 1,4. 0.G 1 cV , 109c , ID:GBFBVIPy77W P_RswcjsBYIzPCHI-3iENzpgA2MT5tLUgOTVDC?kCobbL.G_N83ZInKRzNVX4 B-5-1 8-5-1 3 Scale = 1:23.7 2-9-9 2-9-9 10 5 3xs II 3-3-4, 5-10 - 4 5.1-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): .1/dell Ud i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ... TC 0.37 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0:35 Vert(CT) 0'04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) -0.07 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins: BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 4=-60/Mechanical,.5=840/0-11-5 Max Horz 5=296(LC 8) :Max Uplift 3=-222(LC 8), 4=-88(LC 19), 5=-796(LC 4) Max Grav 3=65(LC 32), 4=71(LC 22), 5=840(LC 1); FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=286/91 - BOT CHORD 1-5=0/296 . . WEBS ,: 2-5=-429/519 NOTES- (8) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3,Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate 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 has been designed fora 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=222, 5=796. 6) Hanger(s).or:other connection device(s) shall be provided sufficient.to support concentrated load(s) .182 Ib.down and 140 lb up at.. . . 5-7-14, and 182 lb down and 140 lb. up at .5-7-14 on tap chord, and 155 lb down and 170 lb up at 279' 15, 155 lb down and 170 lb up. at 2-9_-15, and:40 lb down and 95.lb.up:at. 5-7-14, and 40 lb down and 95 lb up at 5-7-14 on bottom chord. The design/selection of. such connection devices) is the responsibility of others. 7) In the LOAD CASES) section,' loads applied to the face of the truss are noted as front (F) or back (B). 8) .'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility. of:the.6uilding designer per.ANSI.TPI 1 as referenced by the building. code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) :- Vert: 1.-3=-72; 4=6=-20 ConcentratedLoads (lb) Vert: 9=119(F=59, B=59) 10=-309(F_-155, B=-155) 11=121(F=61; B=61) Joaquin Velez PE. No.68182 MiTek USA, Inc. FL Cert 6634 :6904 Parke East Blvd. Tampa FL 33610. Date: ..:April 24,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only, with MITek® connectors. This design is based only upon parametersshown, and is for an individual building component, not � a:truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design into. the overall building design, .Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing �p T tYl� lW is always required for stability and to prevent collapse with possible personal Injury and property damage. For.general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Quality Criteria,'DSB.89 and SCSI Building Component: ' . 6904 Parke,East Ovd, Safety Infonnatlonavallable from Truss Plate Institute. 218 N. Lee Street Suite 312: Alexandria, VA 22314. .::. ' ' ' Tampa, FL -33610 Job Truss Truss Type Qty Ply 1733124 T16874617 1733124 HJ4 ' Diagonal Hip Girder 1 1 Job Reference (optional) tsunaers mrst bource, Irlant UIty, I-L - dz5od, 3x4 3x6 = O.e4U S IVUV, 1 O LU I O IVII I eK II IUUSl11Vb, II IU. Y V, GY IG.YJ.G< cV I J rage_ , ID:GBFBVIPy77W P_Rswcjs8YIzPCHI. XvolA9gopgbyUV31 aBOSkCGN6?xn?T1 IHDUKttzNVX3 5-7-2 5-7-2 5-7-2 5-7-2 2 rn m o. N N � a m Scale = 1:252 LOADING (psf) TCLL 20.0 TCDL 16.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.33 BC . 0.34. WB -0.00 Matrix -MR' DEFL. in .(loc), I/dell Ud Vert(LL) 0.06 3-4 >999 240 Vert(CT) 0.06 3-4 >999 180 Horz(CT) -0.06 2 n/a n/a PLATES GRIP MT20 244/190 Weight:30lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 5-7-2 oc purlins, " BOT CHORD_ 2x6 SP No.2 " except end verticals. " WEBS 2x6,SP No.2 BOT CHORD _ -Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) • 4=270/0-8-2, 2=1 81 /Mechanical, 3=88/Mechanical Max Horz 4=188(LC 8) Max Uplift 4=-223(LC 8), 2= 258(LC 8), 3=-132(LC 8) Max Grav 4=270(LC :1), 2=181(LC 1), 3=112(LC 3) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown.. . NOTES- (8) 1) Wind: ASCE7=10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4,2psf; BCDL=3.Opsf; h=30ft; CatJI; Exp D; Encl., GCpi=0:18; MWFRS (envelope); cantilever left and right exposed-;, Lumber:DOL=1.60 plate grip DOL=1.60 L) This truss has 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0:tall by 2=0-0 wide .will fit between the bottom chord and any other members: 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upliff at joint(s) except at=lb) 4=223, 2=258,'13=132. 6) Hanger(s) or other connection device(s) shall be provided sufficient to 'Support concentrated load(s) 109 lb down and 164 Ito up at 2=9-15, and 42 lb down and 74.Ib up at 2-9-15 on bottom chord. The design/selection of such connection device(s)is the . responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)... 8) "This manufactured product is designed as.an individual building component. The suitability and use of.this component for any .: particular building is the responsibility of the building designer per ANSI.TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1):Dead+ Roof Live (balanced)::Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-72, 3-4=-20 Concentrated Loads(lb) . Vert:5=-50(B) .. Joaquin Velez PE. No.68182 _ . , . PdrTek USA, Inc. FC Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April -A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. - _ Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not• o:tfuss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into. the overall -' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always.required for stability and.to prevent collapse with possible personal Injury and property damage. For.general guidance regarding the .. . fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSVIPII Quality Crlterla,:DSB-69 and BCSI BuBding Component: 6904 Parke:East Blvd.. Safoty Informatlonovaliabie from Truss Plate Institute; 218 N. Lee Street, Suite312, Alexandria, VA 22314. Tampa, FL -33610 Job Truss Truss Type :. .. Qty I Ply 1733124 T16874618 1733124 J1 Jack -Partial 3 1 Job Reference (optional) builders F'rrSt Source, viant lorry, t-L - JZbbb, . 0.44U 5 IVUv. 10 LU 10 Ivll 1 UK InuubLilub, Inu, vveu Mpl 44 I L:9J:Le 4u 1.7 rdge 1 ID:GBF8VIPy77W P_RswcjsBYIzPCHI-XvolA9gopgbyUV31 aBOSkCGPC7_w7QwIHDUKttzNVX3 6-0.0 600 3 _ Scale = 1:27.0 0 0 v 3X4 = 5 4 ST1.5xB STP= 3x8 11 6-0-0 2.0-0 4- 3.8-0 Plate Offsets (X Y)-- (1:0-2-8 0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ...I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0720 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.14 Vert(CT), 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB. 0.20 Horz(CT) _ -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight:.32 lb FT = 20'/0 LUMBER- - BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing .directly applied or 670-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=89/Mechanical, 4=8/Mechanical, 5=450/0-8-0 Max Harz 5=297(LC 12) Max Uplift 3=-191(LC 12), 4=-31(LC 12), 5=-201(LC'12), Max Grav 3=158(LC 19), 4=58(LC 10), 5=450(LC .1) .. . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib).or less except when shown. .. TOP CHORD 1-2=-489/368 : BOT CHORD. 1-5=-366/446 . WEBS 2-5=-550/672 NOTES- (6) 1) Wind: ASCE 7-10; V.ult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-11-4 zone; cantilever 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 has 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-O,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 mechanical connection (by others):of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s) 4 except Qt=lb) . 3=191,5=201. 6) 'This manufactured product is designed as an individual building component. The suitability arid.use of this component for any - particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code:" Joaquin Velez PE No.88182 MiTek USA,.nc...FL Cert 6634 :. are East Blvd. Tampa FL 313610 April 2 ,2019 .. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MWEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MiTek(5� connectors. This design is. based only upon parameters:show , and Is for an individual building component, not �° -a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into. the overall building design, .Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITpiK° is always required for stability and To prevent collapse with possible personal Injuryand property damage. For general guidance regarding the ' • - fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVWII Quality Cftda,:DSB-89 and SCSI BuIlding Component. 6904 Parke East Blvd. Salty Infaimatlonavallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City . Ply 1733124 T16874619 1733124 J2 Jack -Partial 1 1 Job Reference (optional) t4Uilaers rirsi bource, rian1 l;ny, rL - JZbbb, 1 'MeZp 5 Nov. 113 4U 10 IVII I eK Inuuslrles, Ina. vveu „pr e4 Iz:4J:L4 eu iv raye I ' ID:GBFBVIPy77W P_RswcjsBYIzPCHI-THvVbgs2LHrgkoDPhb2wpdMlipgOTKObIXzRxlzNVX1 6-0-0 6-0.0 3 Scale = 1:27.0 0 6 v . Jx4 = 5 4 ST1.5x8 STP = 3xe . 2 0-0 2-4-0 6-0.0 2-0-0 4- 3-8-0 Plate Offsets (X,Y)-- [1:0-2-8;0-1-21 LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC' 0.14 Vert(CT), 0.01 4-5 >999 :. 180 BCLL 0.0 Rep Stress [nor YES WB . 0.20 Horz(CT) • -0,03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight:, 32 lb FT = 20% LUMBER- BRACING- _ TOP CHORD 2x6 SP No.2 TOP CHORD .. Structural wood sheathing directly applied or 6-0-0'oc_ purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=89/Mechanical, 4=8/Mech4nical, 5=450/0-8-0 Max Horz 5=297(LC 12): . Max Uplift 3=-191(LC 12), 4=-31(LC 12), 5=-201(LC.12): Max Grav 3=158(LC 19), 4=58(LC 10), 5=450(LC 1)' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/368 BOT CHORD 1-5=-366/446 WEBS 2-5=-550/672 NOTES- . (6) .. 1).Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf;:BCD L=3.Opsf; h=30ft; Cat. II; Exp b; Encl., ... ' GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to•3-0-0, Interior(1) 3-0-0 to 5-11-4 zone; cantilever left and right exposed ;C-C. for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads'. 3) * This truss has been designed for alive load of 20.0p'sf 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 mechanical connection (by others):of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s) 4 except at=lb) . . 3=191, 5=201 6) "This manufactured product is designed as an individual building'component. The suitability acid use of this component for any, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." - Joaquin Velez PE, No.68182 . MiTek USA, Inc: FL Cert6634 6904 Parke East Blvd. Tampa Fl. 33610.. ate: . April 24,2019 W. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. f° Design valid for use only with MITek8 connectors. This design Is. based only upon parameters showri, and is for on Individual building, component, not a:truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into. the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek° Is always, required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the . , fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke -East Blvd.. Safety Intormallanovallable from Truss Plate Institute; 218 N. Lee Street, Suite 312; Alexandria, VA 22314. - - Tampa, FL 33610 Job Truss Truss Type :. City Ply 1733124 T16874620 1733124 J3 Jack -Partial 21 1 Job Reference (optional). builders First Source,. Nlant Uity, FL - SGbb6, o,zzu s rvoy It) zu 1 a rvn r eK mausmes, mu.. vveu mpr cv I L:9J:La Lulu raye, i ID:GBF8VIPy77W P_RswcjsBYIzPCHI-yUTtcAtg6bzXLyocFJa9MruwSCOdCngk_Bj?TCzNVXO 6-0-0 6-0-0 3 Scale = 1;27.0 2.0-0 4- 6-0.0 2-0-0 -4- 3-B-0 Plate Offsets (X Y)-- i1:0-2-8 0-1-21 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL. in (Ioc) .I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,20 Vert(LL) .. -0:01 4-5 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.14 Vert(CT)_ 0,01 4-5 >999 180 BCLL 0.0 Rep Stress lncr YES WB. .020 Horz(CT), -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 32 lb FT = 20% ' LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD' Rigid ceiling directly applied. or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=89/Mechanical, 4=8/Mechanical, 5=450/0-8-0 Max Hori 5=297(LC 12) Max Uplift 3=-191(LC 12), 4=-31(LC 12), 5= 201(LC 12) ' Max Grav 3=158(LC 19), 4=58(LC 10), 5=450(LC 1) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. . . TOP CHORD 1-2=-489%368 BOT CHORD, 1-5=-366/446 WEBS2-5= 550/672 'NOTES- (6) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf;:BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-11-4 zone; cantilever left and right exposed . ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This: truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom:chord and any other members. 4) Refer to girder(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) 4 except Qt=lb) . 3=191, 5=201 6) "This manufactured product is designed as an individual building component. The suitability and;use of this component for any particular building is the responsibility of the building designerper ANSI TPI 1 as referenced by the building code." Joaquin Velei PE No.68182 MITek USA, Inc: FL Cert 6634 6904 are East Blvd. Tampa FIL 3.3610 Date: April 242019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCEPAGE MO.7473 rev. 10/03/2015 BEFORE USE. �■�" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parometers�and properly Incorporate this design Into, the overall building design, ,Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication. storage, delivery, erection and bracing of trusses and truss systems,.seeANSIM11 Quality Cdteda,:CSB419 and SCSI BuBding Component' ' .. 6904 Parke,Easi Blvd.. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. ' ::. :. Tampa, FL 33610 r Job Truss Truss Type City Ply 1733124 T16874621 1733124 J4 Jack -Partial 5 1 _ Job:Reference (optional). timaers rust Joufce, mans Guy, rL - JZbb6, 2x4 MZZU S. NOV 1 b zul b MI I eK mausirles, inc. vve0 Apr z4 1 Z:4J:Zb zUl J rage 1 ID:GBFBVIPy77W P_RswcjsBYIzPCHI-Qg1 GOW ultu5Oz6NopO5Ov2R4EcKBxGOtCrSYOezNVX? 4-0.0 400 Scale ='1:23.3 2 �I .. 4 .. 3 . . 4x6 = 4-0.0 4-0.0 LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in :(loc). .I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 3-4, >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 23lb. FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD... Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x6_SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=171/0-6-0, 2=125/Mechanical, 3=46/Mechanical Max Harz 4=1$5(LC 12) Max Uplift 4=-1 O(LC 12), 2=-211(LC 12), 3=-43(LC 12) . . . Max Grav 4=171(LC 1), 2=184(LC 19), 3=74(LC 3). gORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (lb or except when shown. NOTES- (6) 1) Wind: ASCE7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and. C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 3-11-4. zone; cantilever 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 has 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 between.the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except Qt=lb) 2=211.. 6) ".This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced.by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date:.. April 24,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters Shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �pT IV1� 18k° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality CrIteda,:DS8-1119 and BCSI Building Component. 6904 Parke -East Blvd.. Safety Infomlatlonavaliable from Truss Plate Institute, 218 N. Lee Street, Sulte 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City., Ply 1733124 T16874622 1733124 T1 Hip Girder 1 1 Job Reference (optional) tSUllaers rust tiource, Nlant elty, I-L - 32bbb, .. d.ZZU s Nov 1 b ZU16 MI I eK inausines, Inc.. vvea Apr Z4 i Z:43:Zr zui v rage 1 _ ID:GBF8VIPy77WP RswcjsBYIzPCHI-usbe.DsuweCDFbGy_MkcdRGz6ZOdggWC1RVC5Y4zNVX_ 6-0-0 10-3-4 14-4-12 18-8-0 _ 24-8.0 6-0-0 4.3-4 4-1-8 4.3-4 6.0-0 Scale = 1:41.1 1� 3x8 = ST1.5x8 STP = 3x6 11 6x8 = 2x4 11 5x8 = 6x8 = 3 22 4 5. 23 6 2x4 11 4xb 5x8 = 2x4 11 3x6 = ST.1.5x8 STP = 3x6 = . 3x6 11 1 2-0-0 2 4�J 6-0-0 1 10 3 4 I 14-4-12 1. 18^8.0 I 22-4^0 2 BrO 24-8- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) I/dell Ud PLATES GRIP TCLL ., 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.26 11-12 >914 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.41 Vert(CT), 0:2511-12 >976 180 BCLL 0.0 Rep Stress Incr. NO WB. 0.84 HOrz(CT) -0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 . Matrix-MSH Weight: 165 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-1 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD :: -Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3 "" -WEBS 1 Row at midpt 3-12 REACTIONS. (lb/size) 15=1459/0-8-0, 9=1459/0-8-0 Max Harz 15=-223(LC 4) Max Uplift 15=-1744(LC 8), 9==1744(LC 9) Max Grav 15=1558(LC 43), 9=1558(LC 42) .FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. .TOP CHORD 1-2=-1205/1422; 2-3=-1418/1750, 3-4- 2176/2801, 4-5=-2176/2801, 5-6=-1095/1476, 6-7=-1413/1742, 7-8=-1206/1421 POT CHORD' - 1-15=-1350/1164, 14-15=-1470/1195, 12-14=-1445/1176, 11-12=-2796/2307, 10-11= 2796/2307, 9-10=-1343/1160, 8-9=-1343/1160 WEBS 3-14— 512/657, 3-12=-1912/1556, 4-12==351/446, 5-11=-764/664, 5-10=-1539/1896, 6-10==574/506, 2-15=-746/839, 7-9=-735/825 NOTES-...(9) 1) Unbalanced roof live loads have been considered for this design: ' 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .... 5) * This truss has.been designed for 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 betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=1744,9=1744.: 7) .Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 376 lb down and.451 lb up at 6-0-0, 224 lb down and 182 lb up at 8-0719, and 224 lb down and.182 lb up at 16-7-4, and 376 Ib:down and 451 lb up at 18-8-0 on. top chord, and.114 lb down and 116 Ib up at .6-0-0, 52 lb down and 36 lb up.at 8-0-12, 256 lb down.and 308 lb up at 10-0-12,.242 Ib down and 273'Ib up at 12-0-12, 242 Ib down and 273 Ib up at 12-7-4, 256 Ib down and. 308 lb up at 14-7-4, and 52 lb,down and 36 lb up at 16-7-4, and 114 lb down and 116 lb up at 18-7-4'on bottom chord. The design/selection of such connection device(s) is the responsibility of:others.' " 8)'in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any Joaquin Velez PE No.68182 particular building is the responsibility of the building designer per -ANSI TPI :1. as referenced by the.buildingCode." MiTek USA, Inc: FL Cert 6634 ". East Tampa LOAD CASE(S) StandaPd 6904 Parke E m a FL 33610 Dater .. . April 24,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. a Design valid for use only with MITek® connectors. This design Is based only upon parameters.shown, and is for an Individual building component, not �" a -truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - I1AiTek" Is always; required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSViPII Quality Criteria,:DSB-09 and BCSI BuBding Componont: Safety Informatlonavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke:East Blvd., Tampa, FL 33610 Job Truss Truss Type - Qty. Ply 1733124 T16874622 1733124 M. Hip Girder 1 I Job:Reference o tional WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev. 10103/1015 BEFORE USE. Design valid for use only with MITek® connectors. This design is -based only upon parameters shown, and Is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always: required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Cdtoda,:DSB-69 and SCSI Building Component: 6904 Parke East Blvd.. Safety Infonnatlonovollable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1733124 . T16874623 1733124 T10 Common 21 1 Job:Reference (optional)' Bu laers First Source, Plan City, FL - 32566, o.ccu 6 IVuv i o Lv i c Ivll I &K Il luuJ r,e., 11Ili.. YV.0 f 1" - l c. ray. l I D:GBF8V I Py77 W P_Rswcjs8YIzPCHI-gFjOeYwBAOUzga6NU9e5W h3U5gHBBSaKuphCbzzNV W y l 4-11-13 11-11-4 16-0-0 20-0-12 27-0-3 _ -1 32-0-0 4-11-13 6-11-7 4-0-12 4-0-12 6-11-7 4-11-13 l 46 = Scale = 1:66.3 .. 7.00 F12.. 7 .' - . 20 19 18 16 15 14 " ST1.5x8 STP = 2x4 6x8 = 4x10 MT20H5 = 6ic8 = 2x4 ST1.5x8 STP = 3x8 = 3x6 11 3x6 I I 3x8 = 2-0-0 2,40 4-11-13 11-11-4 20-0-12 27-0-3 29-8-0 3¢g032-0-0 2r0 6-11-7 B-1-B 6-11-7 2-7-13 040 2-0-0 Plate Offsets (X Y)-- [7:0-3-0,Edgel, [16:0-3-8,0-3-01, [18:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) .I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.73 Vert(LL) 0.36 18-19 >910 240 , MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC' 0.55 Vert(CT) -0.4318-19 >766 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB . 0.72 Horz(CT)" 0.03 14 n/a n/a. BCDL 10.0 Code FBC2017[TP12014 Matrix-MSH Weight: 224 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 be purlins. BOT CHORD 2x6 SP M 26 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.,3 WEBS 1 Row at midpt 6-8 'REACTIONS. (lb/size) 20=1800/0-8-0, 14=1800/0-8-0 .... Max Hmz 20=-589(LC 8) . Max Uplift 20= 658(LC 12), 14=-658(LC 13) Max Grav 20=1887(LC,19),_ 14=1887(LC 20) ... .... FORCES. (lb) -Max.: Comp./Max. Ten. -All forces 250,(lb) or less except when shown. TOP CHORD 1-2=-1699/407, 2-3=-2143/652, 3-5=-2889/807; 5-6=-2592/927, 8-9= 2592/927, 9-11=-2889/807, 11-12=-2143/652, 12-13=-1699/407 BOT CHORD1-20=-334/1517, 19-20=-575/1677, 18-19=-575/1677, 16-18=-179/1978, 15-16=-334/1517, 14-15=-334/1517, 13-14=-334/1517 WEBS 2-20=-926/516, 12-14=-926/516, 5-18=0/497, 9-16=0/496, 6-8=-2732/963, 11-16=-198/1008, 11-15= 976/401, 3-18=-193/1004, 3-19=-976/401 NOTES- ..(8). 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0=0 to 3-2-6, Interior(1) 3-2-6 to'16-0-0, Exterior(2) 16-0-0 to 19-2-6, Interior(1) 19-2-6 to 32-0-0 zone; cantilever 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncondurrent 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-=4all by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 20=658; 1.4=658. . 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9;10,11; 12, 13, 14, 15, 16, 17, 18, 19, 2.0, 21, 22, 23, 24, 25, 26 has/have been modified. - Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 . Uniform'Loads (plf) Vert: 1-7=-72,'7-13=-72, 18-21=-20, 16-18==801'16-24=-20 " Joaquin Velez PE No.68182 MiTek USA, Inc. F.L Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE, Design valid for use only. wlth MiTek@ connectors. This design is. based only upon parameters shown,'and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k* - Is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Cdtedo, DSB-89 and SCSI Building Component" .. Safoty Informationavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22314. 6904 Parke.East Blvd., Tampa, FL 33610 Job Truss Truss Type :. City . '. Ply 1733124 T16874623 1733124 T10 Common 21 1 Job:Reference o tional Builders I-Irst Source, I'lant Glty, hL - 32bb6, MACeu 5 140V I a eu I a IVII I UK Il luu3lne5, 1I.Iu. , VV uu MPI G'f 14;%0.z V eu IV r-agtl, L I D:GBFBVI Py77W P_RswcjsBYIzPCHI-gFjOeYwBApUzga6NU9e5W h3U5gHBBSaKuphCbzzNV W y LOAD CASE(s)' Standard Concentrated Loads (lb) Vert: 29=-75 30=-75 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 1-7=-62, 7-13=-62, 18-21= 20, 16-18=-110, 16-24=-20 . Concentrated Loads (lb) Vert: 29=-75 30=-75 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads (plf) Vert: 1-7=-32, 7-13=-32, 18-21==40, 16-18=-100, 16-24=-40 Concentrated Loads (lb) - Vert: 29=.75 30= 75 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Incre6se=1.60 Uniform Loads (plf) Vert: 1-27=108, 7-27=88, 7-31=108; 13-31=88, 20-21=114, 18-20=-6, 16-18=-66, 14-16=-6, 14-24=114 Horz: 1-27=-116, 7-27=-97, 7-31=116, 13-31=97 " Concentrated Loads (lb) Vert: 29=-75 30=-75 5) Dead +0.6 C-C Wind (Pos: Internal) Case 2: Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads. (plf) Vert: 1-28=88, 7-28=108, 7-32=88, 13-32=108, 20-21=114, 18-20=-6, 16-18=-66, 14-16=-6, 14-24=114 Horz: 1=28=-97, 7-28=-116, 7-32=97, 13-32=116 Concentrated Loads (lb) Vert: 29=-75 30=-75 6) ,Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Incre6se=1.60. Uniform Loads (plf) Vert: 1-7=-129, 7-13=-129, 20-21=-0, 18-20=-20, 16-18=-80, 1'4-16==20, 14-24=-0 Horz: 1-7=97, 7-13=-97 Concentrated Loads (lb), Vert: 29=-75 30=-75 7) :Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-7=-129, 7-13=-129,_20-21= p, 18-20= 20, 16-18=-80, 14-16=-20, 14-24=-0 Horz: 1-7=97, 7-13=-97 Concentrated Loads (lb) Vert: 29=-75 30=-75 8) Dead+0.6 MWFRS Wind (Poi. Internal) Left: Lumber Increa6e=1.60, Plate Increase=1.60 Uniform Loads (plf)' Vert: 1-7=-11, 7-13=52, 20-21=53; 18-20- 6, 16-18=-66, 16-24=-6 Horz: 1-7=3, 7-13=60 Concentrated Loads (lb) Vert: 29=-75 30=-75 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-7=52, 7-13=-11, 18-21= 6, 16-18=-66, 14-16=-6, 14-24=53 .. ; . Horz: 1-7=-60, 7-13=-3 Concentrated Loads (lb) Vert: 29=45 30=-75 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-7=-70, 7-13=-7, 20-21=39, 18-20=-20, 16-18=-80, 16-24=-20 Horz: 1-7=38, 7-13=25 Concentrated Loads (lb) Vert: 29=-75 30= 75 11) Dead+0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-7= 7, 7-13=-70, 18-21=-20, 16-18=-80, 14-16=-20, 14-24=39 Horz:1-7=-25,.7-13=-38 .:Concentrated Loads (lb) Vert: 29=-75 30=-75 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 .. Uniform Loads (plf) " Vert: 1-7=77, 7-13=46, 18-21=-6, 16-18=-66, 16-24=-6 Horz: 1-7=-86, 7-13=54 Concentrated Loads (lb) Vert: 29=-75 30=-75 13) Dead +.0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-7=46; 7-13=77, 18-21- 6, 16-18=-66, 16-24=-6 Horz: 1-7==54, 7-13=86 Concentrated Loads (lb) Vert: 29=-75 30=-75 14) Dead 0.6 MWFRS Wind (Pos. Intemal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.6,0 . A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters;shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iveiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVIPII Qua1By Criteria,:DSB-89 and SCSI Building Component: 6904 Parke.East Blvd. Safoty Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type :. City Ply 1733124 T16874623 1733124 T10 Common 21 1 Job Reference (optional). Builders First Source, Plant Ulty, FL - 32566, ... ts.zzu s".Nov it) zui u mi i eK mausines, Inc. • vvea Apr z4 rZ:43:eu zu. IV rage. a ID:GBF8VIPy77WP RswcjsBYIzPCHI-gFjOeYwBApUzga6NU9e5Wh3U5qHBBSaKuphCbzzNVWy LOAD. CASE(S) Standard Uniform Loads (plf) Vert: 1-7=77, 7-13=46, 18-21=-6, 16-18=-66, 16-24=-6 Horz: 1-7=-86, 7-13=54 Concentrated Loads (lb) Vert:29=-75 30=-75 15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: LumberIncrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-7=46, 7-13=77, 18-21= 6, 16-18= 66, 16-24=-6 Horz: 1-7=-54, 7-13=86 Concentrated Loads (lb) Vert:29=-75 30=-75 16) Dead+ 0.6 MWFRS Wind :(Neg. Internal) 1st Parallel:. Lumber Increase=1.60, Plate Increase=1.60. Uniform Loads (plf)' Vert: 1-7=18, 7-13==13, 18-21=-20, 16-18= 80, 16-.24=-20 Horz: 1-7=-50, 7-13=19 Concentrated Loads (lb) Vert :29— 75 30=-75 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 ..Uniform Loads (plf) Vert: 1-7=-13, 7-13=18, 18-21=-20, 16-18=-80, 16-24=-20 Horz: 1-7=-19, 7-13=50 Concentrated Loads (lb) Vert: 29=-75 30=-75 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pifj Vert: 1-7=-32, 7-13=-32, 18-21=-20, 16=18- 120, 16-24= 20.. Concentrated Loads (lb) Vert::29= 75 30=-75 19). Dead + 0.75 Roof Live.(bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 . Uniform Loads (plf) Vert: 1-7=-91,7-13=-44,20-21=24,18-20=-20,16-18=-110,16-24=-20 Horz: 1-7=29, 7-13=18 — Concentrated Loads (lb) Vert::29=-75 30=-75 20) Dead + 0.75 Roof Live (bal.) +.0.75 Uninhab. Attic Storage +.0.75(0.6 MWFRS .Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1'.60 Uniform Loads Of) Vert: 1-7=-44, 7-13=-91, 18-21=-20, 16-18=-110, 14-16=-20, 14-24=24 Horz: 1-7=-18, 7-13=-29 Concentrated Loads (lb) Vert:29=-75 30=775 21) Dead + 0.75 Roof Live (bal.).+ 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS W ind:(Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-7— 24, 7-13=-48, 18-21=-20, 16-18=-110, 16-24=-20 Horz: 1-7=-38, 7-13=14 Concentrated- Loads (lb) Vert: 29=-75 30=-75' 22): Dead + 0.75 Roof:Live-(bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber. Increase=1.60, Plate .Increase=l'.60 Uniform Loads (plf) Vert: 1-7=-48, 7-13=-24, 18-21=-20, 16-18=-110, 16-24=720 : Horz: 1-7=-14, 7-13=38 Concentrated Loads (lb) Vert: 29=-75 30=-75 23) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=125. Uniform Loads (plf) Vert:.1-7=-72, 7-13=-32, 18-21=-20, 16-18— 80, 16-24=-20 Concentrated. Loads (lb) Vert: 29= 75 30=-75 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=-32, 7-13=-72118-21=-20,.16-18=-80, 16-24=-20. Concentrated Loads (lb) Vert- 29= 75 30=-75 -25) 3rd Dead + 0.75 Roof Live: (Unbalanced) + 0.75 Uninhab: Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-62, 7-.13= 32, 18-21=-20, 16-18=-1.10, 16-24=-20 Concentrated Loads (lb) Vert: 29=-75 30=-75 26) 4th Dead + 0.75 Roof Live,(unbalanced) + 0.75 Uninhab. Attic Storage- Lumber Increase=1.25, Plate Increase=1.25 . . Uniform Loads (plf) Vert: 1-7=-32; 7-13=-62, 18-21=-20, 16-18==110; 16724=-20 " Concentrated Loads (lb) Vert:.29=-75 30=-75 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. " _ Design valid for use only with MiTek® connectors. This design is. based only upon parameters showri, "and Is for an individual building component, not a.truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A/IiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the " _ _ fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSVIPlt Quality Cdteda,AS11-69 and BCSI Building Component: .. 6904 Parke.East Blvd.. Safety Informatbnavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. I Ply 1733124 T16874624 1733124 T11 ;' Hip 1 1 Job Reference (optional) tswieers mrst Source, Piant Lony, rL - 32b66, MXZU S NOV 1 a 2ul d Mi I eK inausines, inc. vvea Hpr z4 1 Z:4;5:SU zul a rage 1 ID:GBFBVIPy77W P_RswcjsBYIzPCHI-IRHmruxpx7cgSjgZ2s9K3ubgTDeJtpjT7TQm8PzNVWx i 7-2-11 14-4-8 17-7-3 24-9-5 i 32-0-0 .i 7-2-11 7-T-13 .. 3-3-0 7-1-13 6x8 = 6xB = Scale = 1:61.6 7.00 rl2 5 0 0 0 ST1.5xB STP = 3x8 = 3x6 Il 2x4 11 3x4 = 4x6 = 3x4 - 2z4 11 ST1.5x8 STP= 3x6 11 3x8 = " a ab LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) . I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0:69 Vert(LL) 021 15-16 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.2912-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) _- 0.02 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 375-10 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD -Rigid ceiling directly applied or B-11-5 oc bracing. WEBS - 2x4 SP No.3 WEBS - 1 Row at midpt 3-15, 8-13 REACTIONS. (lb/size) 17=1472/0-8-0, 11=1472/0-8-0 Max Horz 17=-531(LC 8) . Max Uplift 17=-968(LC 12), 11.=-968(LC 13) ,FORCES. (16) -Max. Comp./Max. Ten.'- All forces 250 (lb).or less except when shown.. TOP CHORD 1-2=-1582/864, 2-3=-2107/1283, 3-5=-2033/1426, 5-6=-1916/1425, 6-8=-2033/1426, 8-9=-2107/1283, 9-10=-1582/864 BOT CHORD 1-17=-797/1457, 16-17=-813/1457, 15-16=-813/1457, 13-15=-574/1110, 12-13= 797/1457, 11-12= 797/1457, 10711:=797/1457 WEBS 3-16= 418/445, 3-15=-478/424, 5-15=-207/427, 6-13=-207/427, 8-13=480/425; 8-12=-418/445, 2-17=-1088/860, 9-11=-1088/860 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat... 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 14-4-8, Exterior(2)'14-4-8 to 22-1-13, Interior(1) 22-1-13 to 32-0=0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This:truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 5) ' This truss has'been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit between the bottom chord and any other members; with BCDL = 10.Opsf. , 6) ;Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jojnt(s) except at=lb) 17=968, 11=968. 7) "This manufactured product is designed as an individual building component.. The suitability and use of this component for any . particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." . Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: ... April24,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. " Design valid for use only. with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ZEE alruss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, .Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the , fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Quality Cdteda,:DS8.89 and SCSI Building Component: 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. ' ' Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 T16874625 1733124 T12: Hip 1 1 Job Reference (optional) iduimers Frrst Source, Flan Glty, t-L - 3Zbbb, tf.zzu S Nov 1 b Zu1C Mr I eK InaUSIDes, Inc. vvea Apr Z4 7 z:43:J I eu I e rage. r ID:GBF8VI Py77W P_RswcjsBYIzPCHI-mdg93DxRi Rkg3tFlbagZc6BtAd?XcSGcM7AJgrzNV W w 6-2-8 , 12-6-8 19-5-8 , 25-9-8 ; 32-0-0 6-2-8 6-4-0 6-11-0 6-40 6-2-8 ' 5x8 = 6x8 Scale = 1:57.7 = 4 24 25 5 8 I; 15 14 13 - 11 10 9 3x8 11 2x4 L 3x4 = 4x6 = 3x8 = 2x4 I I ST1.5x8.STP =. 3x6 = 3x6 = 3x8 11 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC : 0.57 Vert(LL) 0.15 10-11 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL. 1.25 BC " 0.43 Vert(CT) -0.22 13-14 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.32 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directlyapplied or 9-4-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11 REACTIONS. (lb/size) 15=1472/0-8-0, 9=1472/0-8-0 Max Horz 15=-464(LC 8) Max Uplift 15=-944(LC'12), 9=-944(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1383/820, 2-3=-1847/1210, 3-4=-1967/1489, 4-5=-1845/1492, 5-6= 1968/1488, 6-7=-1847/1210, 7-8=-1383/821 BOT CHORD 1-15=-743/1252, 14-15=-768/1252, 13-14=-768/1252, 11-13=-747/1144, 10-11=-744/1252, 9-10=-744/1252, 8-9=-744/1252 +WEBS 3-14=-502/504, 3-13=-312/308, 4-13=-117/336, 4-11=-268/271, 5-11=-106/312, 6-11=-314/301, 6-10— 502/502, 2-15=-965/813, 7-9=-965/814 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.20sf; BCDL=3.Opsf; h=30ft; Cat..11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to,3-2-6, Interior(1) 3-2-6 to 12-6-8, Exterior(2) 12-6-8 to 17-0-13, Interior(1) 17-0-13 to 19-5-8, Exterior(2) 19-5-8 to 2&11-13, Interior(1) 23-11-13 to 32-0-0zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown_ ;.Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; with BCDL = 10.Opsf. 6)'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=944,9=944. 7) "This manufactured product is designed as an individual building component. The suitability and.use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by.the building code." Joaquin Velez.PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361.0 Date: April 24,2019 © WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010"015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters stiowr , and is for an Indivldual building component, not . . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CualBy Cdtoda,.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22$14. .. Tampa, FL 33610 Job Truss Truss Type City . Ply 1733124 T16874626 1733124 T13 Half,Hip 1 1 Job Reference (optional) tsunaers nisi Jource,. rlanl L ny, t-L - szobb, .. tl.zzu s Nov l b zul b MI I eK InauslneS, inc., vvea aipr z4 1z:43:3z zul t1 rage 1 ID:GBF8VI Py77W P_RswcjsBYIzPCH I-EgOXGZy3TksXh1 gy9HCoBJh4sl KW LpAmbnvsClzNV W v 12-0-0 15-6-4 12-0-0 3-6.4 6xl2 MT20HS = Scale = 1:50.1 06 = 3 13 4, 3x4 = ST1.5x8 STP = 3x4 = 3x6 11 3x6 11 LOADING (psf) SPACING- 24-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.45 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.14 6-7 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc p'urlins, 3-4: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 -BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3' WEBS 1 Row at midpt 4-5, 4-6 . . REACTIONS. (lb/size) 5=58 1 /Mechanical, 7=834/0-8-0 Max Horz 7=603(LC 12) Max Uplift 5=-523(LC 12),-7= 467(LC 12) Max Grav 5=657(LC 19), 7=882(LC 19) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250,(Ib) or less except when shown. TOP CHORD 1-2=-592/372, 2-3=-507/131, 3-4=-519/389, 4-5=-1062/902 BOT CHORD 1-7=-151/403, 6-7=-405/535 *WEBS 3-6=-789/792, 2-7=-1489/1333, 4-6=-937/1256 NOTES- (8) 1) Wind: ASCE,7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-0-0 to 3-0-0,'Intedor(1) 3-0-0 to 12-0-0, Extedor(2) 12-0-0 to 15-4-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has. been designed for a live load .of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 5=523,7=467. 8) "This.manufactured product is designed.as an individual building component.. The suitability and use of tIhis component for any particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code." Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 24,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE ' Design valid for use only, with MITek® connectors. This design is, based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, , Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always. required for stability and to prevent collapse .with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Qual"yy Cdteda,.OS8-89 and BCSI Building Component' 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite' 312; Alexandria, VA 22314. Tampa, FL 33610 - Job Truss Truss Type city . Ply 1733124 T16874627 1733124 T14 : Half Hip 1 1 Job,Reference (optional). builders First Source, viant cny, FL - 32566, , . 1:5 2'LU S NOV.I b ZU16 MI I eK Industnes, Inc. , vvea Apr z4 7 z:4:1:33 zul u rage 7 ID:G BF8VI Py77 W P_Rswcjs8YIzPCH I-jOyvUvihE2_OJBP8j-j1 hXDC9Rhd4MUvpRfOkkzNV W u 10-0-0 15.6-4 10.0-0 5.6-4 3x4 = 7 ST1.5x8 STP _ 3xs II 5x8 = 2x4 11 Scale = 1:39.7 3 13 14 4 2x4 II B 5 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d- PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 106Ito FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 op. purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS b/ ' WEBS I -Row atmicipt 3-5. (I size) 5=581/Mechanical, 7=834/0-8-0 Max Horz 7=503(LC 12) Max Uplift 5=-479(LC 9), 7=-496(LC 12) Max Gram 5=581(LC 1), 7=834(LC 19) .FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-396/95, 2-3=-544/311, 4-5=-172/264 BOT CHORD 1-7=-57/396, 6-7=-493/619, 5-6=-492/624 WEBS 3-6=-25/254, 3-5=-9.257723; 2.-7=-1266/1133 NOTES- (7) 1) .Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 15-4-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding., 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=47917=496. . 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.69192 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. f0/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not o truss system. Before use; the building designer must verlfythe applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII CualBy CIltedo,.DS111$9 and BCSI Bu9dtnp Component. Safe ty Informationovallable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. ivii'fek' 6904 Parke.East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 T16874628 1733124 T15 Half.Hip 1 1 Job Reference (optional) twimers rust Source, Flant Glty, 1-L - 32bbb, b.ZZU S NOV,1 b ZU1 b MI I eK Inausmes, Inc. vvea Apr Z4 1 Z:4J:JJ ZUl y rage 1 ID:GBFBVIPy77W P_RswcjsBYIzPCHI-jOyvUvzhE2_OJBP8j j l hXDCFRfe4FOvpRfQkkzNV W u 8-0-0 15-6-4 B-0-0 7-6-4 6x8 = 6x8 = Scale=1:33.0 3 13 "4 3x4 = 7 3x4 = .3x8 II ST1.5x8 STP= 3x6 11 2-0-0 2-4-0 B-0-0 15.6-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.60 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.09 5-6 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.82 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 ..Code FBC2017ITP12014 Matrix-MSH Weight:,103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc. purlins, BOT GHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 9-3-9 oc bracing.' REACTIONS. (lb/size) 5=$61%Mechanical, 7=834/0-8-0 Max Horz 7=403(LC 12) Max Uplift 5=-476(LC 9), 7=-506(LC 12) .FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-365/148, 2r3— 636/442, 3-4=-637/524, 4-5=-6457732 BOT CHORD 1-7=-138/388, 6-7— 538/646 WEBS 3-6=-305/462, 4-6=-593/736, 2-7=-973/888 `NOTES- (7) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=.139mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to,3-0-0, Interior(1) 3=0-0 to 8-0-0, Exterior(2) 8-0-0 to 12-2-15,:Interior(1) 12-2-15 to 15-4-8 zone; cantilever 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=47617=506. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI 7PI 1 as referenced by the building code. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Paike East Blvd. Tampa FL 33610 Date April 24,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10/03/201S BEFORE USE. Design valid for use only with MiTek® connectors. This design Is. based only upon parameters shown, and is for an Individual building component, not - a;truss system. Before use, the building designer must verity 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 temporaryand permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Cdieda, DSB-89 and SCSI Building Component. 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 1312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty . Ply 1733124 T16874629 1733124 T16 Half Hip Girder 1 1 Job Reference (optional) builders rust Source, Plant Glty, i-L - 32566, 6-0-0 8.220 S NOV.16 2018 Mi I eK Industries, Inc. Wed Apr 24 12:43:35 2019 Page 1 ID:GBF8VIPy77W P_Rswcjs8YIzPCHI-fP4fv_b?ylfE6YVZXgPIVmyJamEK6YA7CHIBW pdzNVws 10-9.2 15-6-4 4.9-2 4-9-2 Scale=1:29.0 5xB = 2x4 II 4x6 = 3 13 14 4 15 16 5 3x4 = 9' 2x4 13x8 = 3x6 II ST1.5x8 STP 3x8 11 2-0.0 2-4.0. 6-0-0 10-9-2 15.6-4 2.0-0 d-4-b"' 3-8-0 4-9-2 4-9-2 Plate Offsets (X,Y)-- [1:0-2-8;0-1-21, [3:0-5-4,0-2-121, [6:0-44,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) - I/defl Lid PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.10 7-8 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.09 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. REACTIONS. (lb/size) 6=577/Mechanical, 9=774/0-8-0 Max Harz 9=303(LC 26) Max Uplift 6=-967(LC 5), 9=-981(LC 8) Max Grav 6=81 B(LC 35), 9=980(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 1-2=-631/626, 2-3= 765/856, 3-4=-778/937, 4-5=-778/937, 5-6=-762/949 BOT CHORD ' 1-9=-617/637, 8-9=-738/591' 7-8= 732/592 WEBS 3-7= 365/361, 4-7=-570/772, 5-7=-1167/968, 2-9=-603/634 NOTES- (9) 1) Wind: ASCE 7-10; V.ult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf;:BCDL=3.Opsf; h=30ft; Cat. 11; Exp b; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=967, 9=981. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 376 lb down and 451 lb up at 6-0-0, 224 lb down and 182 lbi up at 8-0-12, 224 lb down and 182 lb up at 10-0-12, and 224 lb down and 182 lb up at 12-0-12, and 'lb 224 lb down and 182 up at, 14-0-12 on top chord, and 1141b down and 116 lb up at 6-0-0, 52 lb down and 36 lb up at 8-0-12, 52 lb down and 36 lb up at 10-0-12, and 52 lb down and 36 lb up at 12-0-12, and 52 lb down and 36 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied.to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the -responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1:25 Joaquin Velez PE N16.68182 Uniform Loads (plf) MiTek USA, Inc. FL Cott 6634 Vert: 1-3=-72, 3-5= 72, 6-10==20 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (lb). Date: Vert: 3=27(F) 8=75(F)'13=-17(F) 14=-17(F) 15=-17(F) 16= 17(F) 17=7(F)'18=7(F) 19=7(F) 20=7(F) April 24,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. f0/03/2015 BEFORE USE. ' Design valid for use only with MTek® connectors, This design is. based only upon parameters shown, and Is for an Individual building component not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addltionol temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quallty Criteria, DSB•89 and SCSI BuBding Component 6904 Parke; East Blvd.. Safety Informattonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty.. Ply 1733124 T16674630 1733124 T17 Hip Girder 1 1 Job Reference (optional) t3ulloers hlrst Source,, . slant Gny, hL - 32b66, b.ZZU s NOV It) ZU1 b IVII I eK maasIDes, Inc. vvea mpr Z4 i Z:4J:Jb eV I to. rage I ID:GBF8VI Py77W P_Rswcjs8YIzPCHI-7be26x?aW zMzAe8jO7Gkl9rhHeeJHj2MVOt4L3zNV W r 6.0-0 9.2.0 12-4-0 16-4-0 6-0-0 3.2.0 3-2-0 4.0.0 Scale=1:29.5 5x8 = 2x4 II 5x8 = 3 16 4 17 5 Lx4 II Jxtl — ST1.5x8 STP = 3x6 11 2-0.0 4-0 6-0.0 9-2-0 12-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) , '0.11 9-11 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0,,11 9-11 >999 180 BCLL .0.0 Rep Stress [nor NO WB 0.35 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017[TP12014 : Matrix-MSH Weight:.117 lb FT = 20% LUMBER- BRACING - TOP CHORD '2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-5-4 oc bracing. 6-7: 2x6 SP No.2 REACTIONS. (lb/size) 12=1022/0-8-0, 7=880/0-6-0 Max Horz 12=219(LC'5) Max Uplift 12=-1284(LC 8), 7=-1158(LC 9) Max Gram 12=1206(LC 40), 7=1044(LC 41) - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 1-2=-771/852, 2-3=-997/1150, 3-4— 1166/1469, 4-5� 1166/1469, 5-6=-1123/1324, 6-7=-989/1146 'BOT CHORD 1-12=-836/774, 11-12= 935/800, 9-11=-922/791, 8-9=-1078/925 WEBS 3-11=-272/378, 3-9=-900/749, 4-9= 539/680, 5-9=-506/443, 2-12=-697/766, 6-8=-1102/910 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2ps1; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3).Provide adequate drainage to prevent water ponding. 4) This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has, been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between'the bottom chord and any other members. . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 12=1284, 7=1158. 7) Hanger(s) or other. connection device(s) shall be provided sufficient to support concentrated load(s) 388 lb down and 477 lb up at 6-0-0, 236 lb down and 208 lb up at 8-0-12, 236 lb down and 208.Ib up at.9-2-0, and 236 lb down and 208 lb up at 10-3-4, and 374 lb down and 489 lb up at 12-4-0 on:top chord, and 120 lb down and 121 lb lip at 6-0-0, 58 lb down and 55. lb up at 8-0-12, 58 lb down and 55 lb up at 9-2-0, and 58 lb down and 55 lb up at.10-3-4; and 147 lb down and 205 lb up at 12=3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section,loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of.this component for any particular building is the responsibility of the building designer per ANSI TPI.1 as referenced by the building code." Joaquin Velez PE.No.68182 LOAD CASE(S) Standard.. MiTek USA, Inc. ' Cart 6634 6904 Parke East Blvd. Tampa FL 3361.0 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: April 24,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7473 rev. IW03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a;truss system. Before use; the buliding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualBy Crtterla,.DSB-69 and BCSI BuDding Component' 6904 Parke,East Blvd. Sofoty IntormaHonavoilable from Truss Plate Institute: 218 N. Lee Street. Suite 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty I Ply 1733124 T16874630 1733124 T17 Hip Girder 1 1 Job Reference (optional) t3uuders t-irst Source, rrlant city, l-L - ;lzbbb, tl.zzu s NOV T b zulb MI I eK Industries, Inc., wed Apr z4 T z:4:1:ab zqi u rage z ID:GBF8V I Py77W P_Rswcjs8YIzPCHI-7be26x?aW zMzAe6jO7Gki9rhHeeJHj2MVOt4L3zNV W r LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-72, 3-5=-7Z 5-6=-72, 7-13= 20. Concentrated Loads (lb) Vert: 3= 9(F) 5=-131(F) 11=42(F) 4=-53(F) 9=-26(F) 8=-86(F) 16- 53(F) 17=-53(F) 18=-26(F) 19=-26(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design isbased only upon parameters shown, and is for an Individual building component, not �■° a truss system. Before use: the building designer must verify the applicobllity 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 iviiTek° Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Qua1By Criteria, DSB-89 and BCSI Bu9ding Component: 6904 Parke East Blvd.. Safety Infonnatlonavoilable from Truss Plate Institute', 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1733124 T16874631 1733124 T18 Hip 2 1 Job Reference (optional) BuiiderS First .Source, Plant tiny, FL - 32566, 8.220 s Nov,16 2018 Mi I eK Industries, Inc. Wad mpr 24 12;43:37 2019. rage 1 ID:GBF8VIPy77W P_RswcjsBYIzPCHI-bnCQJHOCHHUgnojvygnzrNOV_22p?BBVk2dduVzNVWq 2-4-0 8-0.0 10-4-0 : 16.4-0 2-4-0 5-8.0 2-4.0 6-0-0 6x8 = 5x8 = Scale = 1:33.8 3 4 ST1.5x8 STP = 3x6 II 3x4 = 2x4 II 2-0-0 2-4-p B-0-0 10-4.0 16-4-0 2-6-0 -4- 5-8.0 2-4-0 6-0-0 Plate Offsets (X,Y)-- 11:0-2-8,0-1-21, [4:0-5-8,0-2-121, [10:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.06 7-9 >999 240 MT20 244/190 TCDL - 16.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6: 2x6 SF No.2 REACTIONS.. (lb/size) 6=615/0-6-0, 10=866/0-8-0 Max Horz 10=293(LC 9) Max Uplift 6=-390(LC 13), 10=-567(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/139, 2-3=-852/577, 3-4=-815/638, 4-5= 856/623, 5-6=-821/633 BOT CHORD, 1 -1 0=-1 42/383, 9-10=-272/483, 7-9=-321/510, 6-7=-321/509 WEBS 4-9=-294/302, 2-10- 1057/98.4 NOTES- ..(7) 1).Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.0Psf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 34-0, Interior(1) 3-0-0 to 8-0-0, Exterior(2) 8-0-0 to 14-6-15, Interior(1). 14-6-15 to 16-1-4 zone; cantilever 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 adequate drainage to prevent water ponding. 4) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live. load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit between the bottom chord andany'other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 6=390, 10=567. 7) ".This manufactured product is designed as an individual building component. The suitability and use of this component for any .particular building is the responsibility of the building.designer per ANSI TPI 1 as referenced by the building code." . Joaquin Velez PE No.66182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Deslgn valid for use only with M1Tek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVFPII Quality Criteria, OSB-89 and BCSI Bu6ding Component 6904 Parke East Blvd, Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FIL 33610 Job Truss Truss Type City Ply 1733124 T16874632 1733124 T19 Hip Girder 1 1 Job Reference o tional . duimers rlrst bource, slant lilty, I-L - 3Zbbb, OZZU 5 IVOV. 1 b ZU 1 b MI I eK IMU5Ine5, Inc, vvea Apr 44 14;43:J0 eu I e raye 1 ID:GBF8VIPy77W P_RswcjsBYIzPCHI-3_IoXdl g2achPyl5WYICOax3PSMykeDezjMBQr¢NVW p 6-0.0 9.2-0 12-4-0 18-4-0 6-0.0 3-2.0 3-2-0 6.0-0 Scale: 3/8"=l'' 5x8 = 2x4 II 5x8 =' 3 20 4 21 5 3x6 = 13 2x4 11. 4x6 = 3xB — 2x4 I 8 3xB 11 3x6 = ST1.5x8 STP = 3xB II 2-0-0 4- 6.0-0 9-2.0 12-4-0 _ 16-1-0 1 -4 0 18-4-0 2-0-6 -4- 3-8-0 3-2.0 3-2-0 3-9.0 0-3- 2-0-0 Plate Offsets (X,Y)--[1:0-7-8;0-1-21,[3:0-5-4,0-2-121,[5:0-5-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac); I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.12 9-10 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.12 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT OHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=760/0-8-0, 8=751/0-6-0 Max Harz 13=-223(LC 4) Max Uplift 13=-1157(LC 8), 8=-1144(LC 9) Max Grav 13=1082(LC 40), 8=1073(LC 41) `.FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 709/735, 2-3=-861/1001, 3-4=-1022/1277, 4-5=-1022/1277, 5-6=-876/1014, 6-7=-723/749 BOT CHORD 1-13= 722/711, 12-13=-821l779, 10-12= 808l773, 9-10=-721/714, 8-9=-735/721, ' 7-8=-735/721 WEBS 3-12=-264/364, 3-10= 789/664, 4-10=-539/684, 5-10=-768/646, 5-9=-249/350, 2-13=-641/709, 6-8=-641/709 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to.prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where. a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1157, 8=1144. 7) :Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 376 lb down and 451 lb up at 6-0-0, 224 lb:down and 182 lb up at 8-0712,.224 lb down and 182 lb up at 9-2-0, and 224 lb down and 182 lb up at 10-3-4, and.376 lb down and 451 lb up at 12-4-0 on: top: chord, and 114 lb down and 1,16 lb up at 6-0-0, 52 lb down and 36 lb up at 8-0-12, 52 lb . down and 36 lb up at 9-2-0,, and 52 lb down and 36 lb up at 10-3-4, and 114 lb down and 116 lb up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an ihdividual building component. The suitability and use of, this component for any particular building is the responsibility of the building designer per ANSI.TPI 1 as referenced by.the building code." Joaquin Velez PE No.68182 MiTek USA, [he. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL.3.361.0 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Date: April 24,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and IsIfor an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke•East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FIL 33610 Job Truss Truss Type Oty Ply 1733124 T16874632 1733124 T19 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:43:38 20,19 Page 2 I D:GBFBV I Py77W P_RswcjsBYIzPCH I-3_IoXd1 g2achPyl5W YICOax3PSMykeD"ezi MBOr¢NV W p LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-72, 3-5=-72, 5-7=-72, 14-17=-20 Concentrated Loads (lb) Vert: 3=27(B) 5=27(B) 12=75(B) 10=7(B) 4=-17(B) 9=75(B) 20=-17(B) 21=-17(B) 22=7(B) 23=7(B) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERANCE PAGE M11­7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO? connectors. This deslgri Is based only upon parameters shown, and Ig for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is To prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MITeK" Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Cdlarla, DS8-89 and SCSI Bu9dinp Component 6904 Parke,East Blvd., Safety Intormatbnavollablefram Truss Plate Institute, 218 N. Lee Street, Suite '312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1733124 T16874633 1733124 T2 Half Hip 1 1 Job Reference o tional tsuimerS t-Irsi Jource, tnam lilty, t'L - OLbbb, ... 0.44V ts Nuv, 10 eu 10 IVII I CR II IUubu lub' II,'. Y Uu Z cY I L.Y . GU I. ray. 1 ID:G BFBVI Py77 W P_RswcjsBYIzPCH I-XAJAkz2SpukY16sl3FgRwoT8csijTzboCM6kyOzNV W o 8 0 0 15 6.4_ 8-0.0 7.6.4 .5x6.= 5x6 = 3 13 4 Scale = 1:33.3 ST1.5x8 STP = 3x4 = axts 11 3x6 I I 2-0-0 2-4-0 8.0-0 15.6-4 2-0-0 4- 5-8-0 7-6-4 Plate Offsets (X,Y)--[1:0-2-8,0=1-21,[3:0-4-0,0-2-41,[7:0-4-4;0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) .I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.81 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:, 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 3-4: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=581/Mechanical, 7=834/0-8-0 Max Horz 7=410(LC 12) _ , . - . Max Uplift 5=-478(LC 9), 7=-504(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-377/169, 2-3=-630/443, 3-4=.633/529, 4-5=-646/732 BOT CHORD 1-7=-150/393, 6-7=-543/642 WEBS 3-6=-300/468, 4-6=-576/719, 2-7=-976/876 .,NOTES- (8) 1) Unbalanced roof live loads have been considereclJor this design. 2) Wind: ASCE.7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-0-0, Exterior(2) 8-0-0 to 12-2-15, Interior(1) 12-2-15 to 15-4-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber = DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) .This truss has been designed:for a 10.0 psf bottom chord live load nonconcurrent with any. other live loads. 5) ' This truss has been designed for a live load of 20.bpsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=4781 7=504. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1. as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: April 24,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. . Design valid for use only with MITI" connectors. This design Is based only upon parameters shown, and is for an Individual building component, not atruss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPl1 Quality Cd1ada,.DS11-09 and SCSI BuOding Component 6904 Parke East Blvd. Safety Infomfatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 T16874634 1733124 T3 Jack -Partial Girder 2 1 Job Reference (optional) tsutmers rIrsi oource, rlani uxy, rL - oenna, 2-0-12 2-0.12 E . D,ccva. iyw IV—,o rvii ion i,IU-1-1,,i w,. r•cu-F.�-. ID:GBF8VI Py77 W P_RswcjsBYIzPCHI-?MtYyI24aCsPeG RUdyLgT?OVnFBMCbxzQOrHUgzNV W n 6-2-0 8-6-0 4.1-4 2-4-0 2x4 11 5 Scale: 1/2°=V . 3x4 = B 4x6 = 4x6 = _ - 2x4 I 2-0-0 2- 12 6-2-0 200 0 12 414 2.40 -Plate Offsets (X Y)-- [1:0-2-8'0-1-2] [4:0-5-0 0-2-12] . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/defl Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC _ 0.13 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 _ TCDL 1.6.0 Lumber DOL 1.25 -BC- 0:12 Vert(CT) 0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 6 n/a n%a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 67 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc p'uriins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=366/0-8-0, 6=194/Mechanical Max Horz 8=312(LC 8) . Max Uplift 8=-359(LC, 8), 6=-294(LC 8) Max Grav 8=429(LC 35), 6=288(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-316/243 WEBS .2-7=-151/260, 4-6=-249/288 ` NOTES- (9) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load noilconcurrent with any other live loads: 4) ' This truss has'been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . '5) .Refer to girder(s) for truss:to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=35916=294. 7) Hanger(s) or.other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 195 Ib up at 3-8-0 on top chord, and 158 lb down and 203 lb up at 3-8-0 on bottom chord. The design/selection of such connection device(s) is s. the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face'ofthe truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual. building component. The suitability and use of this component for any particular building is the responsibility. of the building designer per ANSI TPI 1 as referenced by the building code." . . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-72, 3-4= 72, 4-5=-72, 6-9=-20 Concentrated Loads (lb) Vert: 12=1 02(B) 13=1 17(B) Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: :April 24,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is, based only upon parameters shown, -and is.for an Individual building component, not -a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSViPl1 Quality Cdlisda, DSB-89'and BCSI Bullding Component: 6904 Parke.East Blvd. Safaty Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 T16874635 1733124 T4 Half Hip 2 1, Job Reference (optional) twociers t-irst Source, mant Lily, rL - S2b66, _ MZZU s NOV 1 o Zu 10 1vu 1 eK mausmes, Ina.. vv ea rspr 44 1 Z:43:41 Za 1 to rage 1 ID:GBFBVIPy77W P_RswcjsBYIzPCHI-UZRx9e3iLV_GGQOgBgsv?DZagfTNx1 K5fgbrl GzNVWm 2-0-12 8.6-0 2. 0 12 6.54 .. 4x6 11 6x8 = . Scale: 1/2"=1' 3 10 11 4 3x6 11 2-0-0 2- 12 8-6-0 2-0-0 0- -12 6-5-4 Plate Offsets (X,Y)-- [1:0-2-8,0-1-21,[6:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). .I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014.' Matrix-MSH Weight: 68lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6=522/0-8-0, 5=246/Mechanical Max Harz.6=286(LC 12) Max Uplift 6=-357(LC 8), 5=-253(LC 9) Max Grav 6=522(LC 1), 5=262(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .TOP CHORD 1-2= 502/179, 2-6=-364/85012-3=-237/486, 4-5=-271/492 BOT CHORD 1-6=-225/516 ' NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf;-BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., 6Cpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-5-7, Interior(1) 6-5-7 to-8-4-4 zone; cantilever 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 adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s) except at=lb) 6=357, 5=253. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE N6.68182 MiTek USA, Inc, FL Cert 6634 . . . . 6904 Parke East Blvd. Tampa FL 33610 Date: April 2 ,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only, with M7ek® connectors. This design is, based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into, the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Criteria, DSB.89 and BCSI Building Component: 6904 Parke East Blvd., Safety Infoanatlonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1 1733124 T16874636 1733124 T5 Hip, Girder 1 1 Job Reference (optional), timaers mrsi oource, Ylam uliy, rL - JiMDD, 0.L u J IVUV to Lu 10 IVII I UK II1—ti I.J, IIIV. ".. r P' — ,G.YJ GV I. ray. , ID:GBF8VIPy77WP_RswcjsBYIzPCHI-QxZhaK5zt7EzWjA315uN5eewjT3ZPIU_ N6_4y59zNVWk 2-4-0. 6.0-0 10-6-11 15-1-1 19-8-0 26-0-0 29-8-0 32-0-0 2-4.0 3.8-0 4.6-11 4-6-11 4.6-11 6-4-0 3.8-0 0 5x8 2x4 15x8 = 4x6 = 3ic6 II 7.00 12 3 25 264 27 28 5 '29 - 6 7 5xB = 30 31 6 Scale = 1:54.1 18 17 . '"_ -- 16 .. -•• 15 .. _'" 13 -• -- 12 11 3x4 = ST1.5x8 STP = 2x4 11 3x8 = 4x6 = ST1.5x8 STP = 2x4 11 ST1.5x8 STP =3x4 = 3x8 I 2x4 I I 7x10_ _ 2x4 II 4-6-111 4-6111 4.6-11 32.0-0 0 6 4 10 0 I� 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.53 Vert(LL) . 0.12 16-17 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0:11 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) -0.01 11 n/a _ n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 8-13 REACTIONS. (lb/size) 18=809/0-8-0, 13=1657/0-8-0, 11=366/0-8-0 Max Horz 18=-223(LC 30) Max Uplift 18=-1069(LC 8), 13= 2709(LC 5), l l=-413(LC 9) Max Grav 18=1015(LC 40), 18=2423(LC 43), 11=427(LC 41) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 1-2=-648/698, 2-3=-800/925, 3-4= 842/1095, 4-5=-842/1095, 5-7=-1072/1064, 7-8=-1072/1064 BOT CHORD 1-18=-686/653, 17-18=-801/703, 16-17=-792/702,:15-16=-341/318, 13-15=-341/318 WEBS 2-18— 617/672, 3-17=-195/251, 3-16=-531/432, 4-16=-532/716, 5-16— 973/850, 5-13=-1574/1786, 7-13=-657/883, 8-13=-1147/1286, 9-11=-348/362 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design-. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph;' TCDL=4.20sf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at-joint(s) except (jt=lb)' 18=1069,13=2709,11=413. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 376 Ib down and 451 Ib up at 6-0-0, 224 lb down and 182 Ib up at 8-0-12, 224 Ib down and 182 Ib up at 10-0-12, 224 Ib down and 182 Ib up at 12-0-12, 224 Ib down and 182 Ib up at 14-0-12, 224 lb down and 182 lb up at 16-070, 224lb.down and 182 Ib up at 17-11-.4, 224 Ib down and.182 Ib up at 19-11-4, 224 Ib down and.182 Ib up, at 21-11-4, and 224 lb down and 182 Ib up at 23-11-4; and 9..76 Ib down and 451 Ib up at 26-0-0 on top chord, and 114 Ib down and 116 Ib up at .6-0-0, 52 Ib down and 36 Ib up at 8-0-12, 52 Ib down and 36 I,b up at 10-0-12, 52 Ib down and 36 Ib, up at 12-0-12, 52 Ib down'and 36 Ib up at 14-0-12, 52 lb down and 36 Ib up at .16-0-0, 52 Ib down and 36 Ib up at 17-11-4, 52 Ib down and 36 Ib up at 21-11-4; and 52 Ib down and 36 Ib up at 23-11-4, and 114 Ib down and 116 Ib up at 25 11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of. others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 9) "This manufactured product is designed as an individual building -component. The suitability and use of this component for any MiTek USA, Inc. FL Cert 6634 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 6904 Parke East Blvd. Tampa FL 33610 , LOAD CASEStandard Date:S) April 24;2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mliek0 connectors. This design Is based only upon parameters: shown, and is for an Individual building component, not �^ a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional .temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quality Criteria, DSB-89'and BCSI Building Component 6904 Parke:East Blvd., Safety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 .. T16874636 1733124 TS Hip Girder 1 1 . Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:43:43 2019 Page 2 ID:GBF8VI Py77W P_RswcjsBYIzPCHI-QxZhaK5zt7EzWjA315uN5eev4T3ZPIUN6_4y59zNV W k LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:, 1-3=-72, 3-8=-72, 8-10= 72, 19-22=-20 Concentrated Loads (lb) Vert:3=27(F) 6=-17(F) 8=27(F)14=7(F) 17=75(F) 7=-17(F) 12=75(F) 25=-17(F) 26=-17(F) 27=-17(F) 28=-17(F) 29=-17(F) 30=-17(F) 31=-17(F) 32=7(F) 33=7(F) 34=7(F) 35=7(F) 36=7(F) 37=7(F) 38=7(F) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors. This desigri is. based only upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is To buckling of Individual truss web and/or chord members -only. Additional temporary and permanent bracing ' IVIiTek" prevent Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pi1 GualBy Cdfrtla, DSB�9 and SCSI Building Component .. y14. 6904 Parke,East Blvd. Safety Intotmafbnovallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312; Alexandria, VA 22 Tampa, FL 33610 Job Truss Truss Type aty Ply 1733124 T16874637 1733124 T6 Hip 1 1 Job Reference (optional) l3allders Hrst Source, . Flan Uty, r-L - 325titi, U.ZZU s Nov It) ZUl d Mr I eK mausines, Inc. vveu Apr e,4 I2:90:4a eu I u rage I ID:GBFBVIPy77W P_RswcjsBYIzPCHI-MKhR?O6DPkVhl1 KSOWwrA3jHgGlotjOgaIZ2A2zNVW i 2-4-2. 8-0-0 13.10.0 19-8-0 24.0-0 29-6.0 '32-0-0 2-4-0 5-8.0 5-10.0 5-10-0 4-4-0 5-8-0 2-4-0 Scale = 1:53.9 5x8 = 2x4 11 3 ..P8 4 3x8 = 6x8 = 5 6 .. 7.00 12 3x6 11 22 24 2x4 II 2 1 7 5 14 3x4 = ST1.5x8 STP = 2x4 11 3x6 II 2-0-0 2,4,0 B-0-0 3-10-0 13 12 10 3x8 = 4x6 = ST1.5x8 STP 3x4 = 3x6 11 19-8-0 0 N 8 0 u Io 9 ST1.5x8 STP =3x4 = 3x6 11 Plate Offsets (X,Y)-- [1:0,1-4,Edgel, [3:0-5-4,0-2-121, [9:0-4-4,0-1-81, [11:0-4-4,0-1-81, [15:0-,4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 : Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.08 13-14 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.09 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) -0.60 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 15=893/0-8-0, 11=1583/0-8-0, 9=468/0-8-0 Max Harz 15=-297(LC 8) Max Uplift 15=-644(LC 12), 11=-1009(LC 9), 9=-500(LC 13) Max Grav 15=904(LC 23), 11=1583(LC 1), 9=543(LC 20) FORCES. (lb) - Max.-Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-417/242, 2-3=-901/674, 3-4=-772/698, 4-5=-772/698, 5-6=-393/338, 6-7=-346/256, 7-8=-321/133 BOT CHORD 1 -15=-239/442,14-15=-454/470, 13-14=-452/472,,11-13=-437/581, 10-11=-437/581, - 9-10=-70/265, 8-9=-70/265 WEBS 2-1 5=- 1070/973, 3-13=-264/59, 4-13=-462/659, 5-13=-996/1016, 5-11=-1454/1516, 5-10=-499/568, 6-10=-341/419, 7-9=-892/800 NOTES- ' (7) Weight: 215 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at micipt 5-13 1) Unbalanced roof live loads have been considered for this design. , 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 8-0-0, Exterior(2) 8-0.0 to 12-6.5, Interior(1) 12-6-5 to 24-0-0, Exterior(2) 24-0-0 to 28-6-5, Interior(1) 26-6-5 to 32-0-0 zone; cantilever left and right exposed ;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate gdp.DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 15=644111=1009, 9=500. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10/03,2015 BEFORE USE. Design valid for use onlywith Wek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, The building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. .Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing n� IYOOek• Is always, required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSVMl1 Quality Cdteta, DSB-89 and BCSI BuYding Component 6904 Parke -East Blvd.. Safety Infannatlonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. Ply 1733124 ' T16874638 1733124 T7 Hip 1 1 Job Reference (optional) bultaers rust source, mans Gny, rL - :SZbbb, O.ZZU 5 o4av I o eu 1 o Ivn 1 eK Inuu5meb, Inu. PYea mpr 44 14:4J:40 Lu 17 rnyu i ID:GBFBVIPy77W P_RswcjsBYIzPCHI-gW EgCM7rA2dYNBve_DS4iGGPfg4UcCWgpylciUzNVWh 10.0-0 19.8-0 22-0-0 32.0-0 10-0-0 9-8-0 2-4-0 10.0-0 Scale=1:54.0 '5x8 = 3x8 II 6x8 = . 3 22 23 4 5 .. 13 -- 12 -- - 10 9 8 3x6 = ST1.5x8 STP = 2x4 11 4x6 = ST1.5x8 STP = 2x4 11 ST1.5x8 STP = 3x4 3x6 II 6x8 = _ 3x6 II 2-0-0 10-0-0 19-8.0 ; 22-0-0 _ 30-0-0 32-0-0 2.0-0 8-0-0 9.8-0 2-4-0 B-0-0 2-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.68 Vert(LL) 0.08 10-12 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.12 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014. Matrix-MSH Weight:201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-10 REACTIONS. (lb/size) 10=1296/0-8-0, 13=998/0-8-0, 8=650/0-8-0 Max Horz 13=-370(LC 8) . Max Uplift 10=-970(LC 9), 13=-731(LC 12), 8=-678(4C 13) Max Grav 10=1296(LC 1), 13=1025(LC 19), 8=873(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 1-2= 618/270, 2-3=-1235/819, 3-4=-798/562, 4-5=-798/562, 5-6=-767/463, 6-7=-300/85 BOT CHORD 1-13=-280/637, 12-13= 401/753, 10-12=-400/760, 8-9=-60/251, 7-8=-60/251 WEBS' 3-12=0/321, 3-10=-667/686, 4-10=-735/943, 2-13— 1450/1193, 6-8=-1313/1110 NOTES- (7) 1) Unbalanced roof live loads have been considereflor this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 10-0-0, Exteri6r(2) 10-0-0 to 14-6-5, Interior(1) 14-6-5 to 22-0-0, Exterior(2) 22-0-0 to 26-6-5; Interior(1) 26-6-5 to 32-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) « This truss has been designed, for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=970, 13=731, 8=678. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building, designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPA'GE M11-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is. based only upon parameters shown, and is for an Individual building component, not �� a, truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. ,Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVTPII Quality Cdtada,.DSB-89 and BCSI Bulding Component. 6904 Parke East Blvd. Safety Infomlatlonavallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. a Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 T16874639 1733124 T8 Hip 1 1 Job Reference (optional) t5utiaers r1rsi .lource, rlanl Guy, rL - 3Zbbb, U.ZZU 5 IVOV 1 b ZU R5 IVII I eK Inausines, Inc. V9eq mpr Z4 I Z:4J:4r ZU lu rage, r ID:GBFBVIPy77W P_RswcjsBYIzPCHI-lioCQ18TXLIP_LUgXxzJFUoVd4R2Le5z1 c29EwzNVW g i 12-0-0 20-0.0 32-0-0 ... 6x8 = 6x8,= ... 3 20 21 4 11 10 8 5x6 = 3x8 11 . 2x4 'I I 4x6 — ST1.5x8 STP = ST1.5x8 STP = 6x8 = . 2-0-0 2,4,0 12-0-0 19-8-0 s 29-8-0 Scale = 1:56.3 6 7 ST1.5x8 STP = 3x8 = 3x8 II 0 r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.08 10-11 >999 .240. MT20 244/190 TCDL 16.0 Lumber DOL - 1.25 BC 0.50 Vert(CT) -0.13 7-8 >920 180 BCLL 0.0 Rep Stress Incr YES WB . 0.52 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:.197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-8 REACTIONS. (lb/size) 8=1130/0-8-0, 11=1066/0-8-0, 7=748/0-8-0 ,Max Horz 11=-444(LC 10) Max Uplift 8=-614(LC 9), 11=-867(LC 12), 7= 869(LC 13) Max Grav 8=1251(LC 2), 11=1150(LC 19), 7=955(LC 20) '.FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-700/290, 2-3=-1503/976, 3-4=-1183/814, 4-5=-1178/711, 5-6=-282/149 BOT CHORD 1-11=-360/780, 10-1 1437/848, 8-10— 437/856, 7-8=-239/509, 6-7=-239/509 WEBS 3-10=0/392, 3-8=-779/659, 4-8=-559/584, 2-11= 19107/1563, 5-7=-1823/1477 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 12-0-0, Exterior(2) 12-0-0 to 16-6-5, Interior(1) 16-6-5 to 20-0-0,, Exterior(2) 20-0-0 to 24-6-5, Interior(1) 24-6-5 to 32-0-0 zone; cantilever 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 adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit between the bottom chord and any other members, with BCDL = 1.0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100'lb uplift at joint(s) except Qt=lb) 8=614, 11=867, 7=869. 7) "This manufactured product is designed as an individual building component. The suitability and use of tfiis component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MiTek® connectors. This design Is based only upon parameters shown, sand is for an Individual building component, not �• q` a truss system. Before use, the building designer must verify the appllcabllity 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 alwaysrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSVIPII QualBy CrlteAa, DSB-89 and SCSI Bu8dIng Component, 6904 Parke East Blvd. Safety Inform9tionavailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type .. Qty Ply 1733124 T16874640 1733124 T9 Hip 1 1 Job Reference (optional) builders First Source, slant cny, I-L - 32bbb, .. a.eeu 51Vav 1 o eu I o Ivu 12 uluubuleb, nu:. vveu Z .4 i c.Yo. c r. ray. , ID:GBFBVIPy77W P_RswcjsBYIzPCHI-mvMad295hftGcU205eUYohLkFUnc4Ap7GGnjmMzNVWf 6.8-3 14-0-0. 18.0-0 25-3.13 32-0-0 6-8-3 7-3-13' 4.0-0 7-3.13 6.8-3 6x8 = 6x8 = Scale = 1:60.7 7.00 F12 5 6 2 6 6 10 17 16 15 " 13 12 11 ST1.5x8 STP = 2x4 II 3x4 = 4x6 = 3x4 = -2x4 II ST1.5x8 STP = 3x8 = 3x8 1] 3x8 II 3x8 = 30-0-0 2-0.0 4-8-3 1-5-13' 5-10-0 4.0-0 5-10-0 1-5-13' 4.8-3 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in :(loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.74 Vert(LL) 0.21 15-16 >909 240 MT20 244/190 TCDL 16.0 Lumber DOL . 1.25 BC 0.48 Vert(CT) . -0.27 12-13 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.23 HOrz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FB620171TP12014 Matrix-MSH Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD. BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 17=1472/0-8-0, 11=147210-8-0 Max Horz 17=-517(LC 8) Max Uplift 17=-963(LC 12), 1.1= 963(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -.All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1563/881, 2-3— 2039/1263, 3-5=-2018/1445, 5-6=-1904/1444, 6-8=-2018/1445, 8-9= 2039/1263, 9-10=-1563/881 BOT CHORD 1-17=-797/1420, 16-17=-813/1420, 15-16=-813/1420, 13-15=-616/1117, 12-13=-797/1420, 11-12=-797/1420, 10-11=-797/1420 WEBS 3-16= 470/489, 3-15=-472/401, 5-15=-167/385, 6-13=-166/385, 8-13=-475/403, 8-12=-470/489,2-17=-990f788, 9-11=-990f788 Structural wood sheathing directly appliedor 3-2-14 oc purlins. Rigid ceiling directly' applied or 8-10-14 oc bracing. 1 Row at midpt : ' 3-15,-8-13 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 14-0-0, Extedor(2) 14-0-0 to 22-6-5, Interioi(1) 22-6-5 to 32-0-6 zone; cantilever 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 adequate drainage to -prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where:a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=963, 11=963. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI.TPI 1 as referenced by the building.code." Joaquin Velez PE No.66162 . MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: April 24,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MIP7473 rev. 10/03t2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into, thje overall building design, .Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda,.DSB419 and BCSI Building Component. 6904 Parke East Blvd. Safety Information availoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1733124 T16874641 1733124 V1 Valley 1 1 Job.Reference (optional). rsunaers mrst source, rlani cny, t-L - 32bbb, d.22u s NOV1 b 2u1 d MI I eK Industries, Inc. VVea Apr 24 12:43:49 2U19 Page 1 ID:GBFBVIPy77W P_RswcjsBYIzPCHI-F5wyrN9kSz?7EedDfL?nKvuxtuAvpeMGVwXGJpzNVWe 2-0-0 6-11-13 2-0-0 4-11-13 Scale = 1:13.1 7.00 F12 4x6 = 2 6 3x4 7 3 5 4 2x4 i 2x4 II 2x4 II 0- -7 2-0-0 6-11-13 007 1-11-9 4-11-13 Plate Offsets (X,Y)-- f2:0-3-8,0-2-01, 13:Edge,0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62. Vert(LL) n/a n/a 999 MT20 244/190 TCDL • 16.0 Lumber DOL 1.25 BC0.29 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr ' YES WB 0.15 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH 'Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=81/6-11-6, 4=218/6-11-6, 5=281/6-11-6 Max Harz 1=75(LC 12) Max Uplift 1= 51(LC 12), 4=-177(LC 8), 5= 189(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4 TOP CHORD 3-4==187/398 BOT CHORD 1-5=-296/163 WEBS 2-5=-271/509 NOTES- (7) 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-6-8 to:6-2-15, Interior(1) 6-2-15 to 6-10-1 zone; cantilever 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) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at-joint(s) 1 except Qt=lb) 4=177, 5=189. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters.shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Qualify Cdtoda,:DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable 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 3/4 -Center-plate onjointunless x,,y offsets are indicated; 6-4-8 dimensions Shown in ft-in-Sixteenths (Drawings not to scale) Failure to Folloviw Could Cause Property Damage or Personal Injury; Dimensions:are in ff=in-sixteenths.. . Apply plates to both Sides of truss l 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 0 WEBS caw 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I T I C m � p: = �� 3 .. 3 O bracin s be.c d. g should " onsidere ���:: (� 3.: Never exceed the design. loading shown and never.. k inadequately braced trusses. sap U n stock on sses st materials deduatel rl 4. ; Provide;copies of this truss design to the building " For 4 x 2: orientation, locate c�-a c6 csa BOTTOM CHORDS designer, erection supervisor, property owner and all other interested plates 0-'hd' from outside parties. . edge.of truss: 8 7 ... 6 5; 5. Cut members to bear tightly against each other 6. Place plates on: -each face of truss at each This Symbol indicates the : JOINTS ARE GENERALLY. NUMBERED/LETTERED CLO.CKW ISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. :connector plates. THE. LEFT ce 7. Design assumes trusses will�be suitably'prbte d from : • t Plate location:details available in Mitek 20/20 : CHORDS AND WEBS ARE IDENTIFIED BY END JOINT a en m with A -the vironment' accord.w' NSI/TPl1 -, software or upon: request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content:of lumber shall not exceed 19% at time of fabrication. PLATE SIZE. PRODUCT CODE APPROVALS. 9. Unless expressly noted, this design is not applicable for C- rts, IC ES Repo use with fire retardant, preservative treated, or green lu mber. The first dimension is the late p 10. Camber is a non-structural consideration and 'is the width measured perpendicular X 4" ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to 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 usedsholl be of the species'and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are desi ned.for wind loads in the lane of the : 9 P truss unless otherwise -shown: in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design: if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values Bottom chordsrequire I t r br cing 10 ft.: spacing, 14' or ess, ino ceilnisinstall d, unless otherwise noted., BEARING established by others. Indicates location where bearings : (supports): occur. Icons vary but: © 2012 MiTekO All Rights Reserved 15.: Connections not shown, are the responsibility of others. ; 16. Do not cut or. alter truss member or platewithout prior 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. 18. Use of green or treated lumber may pose unacceptable::' . environmental; health or performance risks. Consult with Industry Standards: project engineer. before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words::: . Plate. Connected Wood Truss Construction, and pictures). before use. Reviewing pictures alone DSB-89: Design Standard for Bracing: is not sufficient. BCSI:: Building Component Safety Information,, MiTek. 20: Design assumes manufacture in accordance with Guide to Good Practice. for Handling, ANSI/TPI 1 Quality Criteria. Installing -&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rey.10/03/2015