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HomeMy WebLinkAboutTRUSS MANUAL® Lumber design value. r6Jih accordance with ANSI/TPI 1 section 6.3 These truss desibns'rely on lumber values established by others. MiTek® 'RE: 74,65 - WILLIAMS MiTek USA, Inc. Vr Site Irtl.,�rmation: 6904 Parke East Blvd. "Custortler Info: MICHAEL DIFRANCESCO Project Name: WILLIAMS Model: Tampa, FL336104115 Lot/Block:. Subdivision: Addres 1: UNKNOWN City: S"( LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: I11 License #: Add ress: City: I!l State: Genera�i Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/`TP12014 Design Program: MiTek 20/20 8.1 Wind C �lde: ASCE 7-10 Wind Speed: 160 mph Roof Lo d: 45.0 psf Floor Load: N/A psf CA fjEf)) This package includes 77 individual, Truss Design Drawings and 0 Additional Drawings. Olt Can* With m' seal affixed to this sheet, I 'hereby certify that I am the Truss Design Engineer and this index sheet confor s to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# =Truss Name I Date "1 T1 905938 A 8/23/18 118 1 T14905955 1 CD 8/23/18 12 I T1,4905939 I Al 18/23/18 119 1 T14905956 1 CE 1 8/23/18 1 �,3 1 T14905940 f A2 i 8/23118 120 I T14905957 I CF 1 8/23/18 1 4 T14905941 A3 8/23/18 121 1 T14905958 1 CG 87RW 5 'Ti' 905942 1 B 8/23/18 122 1 T14905959 1 CH 8 6 T14905943 B1 8/23/18 23 T14905960 CJ 8 PR 7 1 T14905944 B2 8/23/18 124 1 T1 49059611 CK / f,8vI 8 T14905945 B3 8/23/18 25 T14905962 CL 8/ SAI 9 1 T14905946 1134 8/23/18 126 1 T14905963 1 CM 8/ 10 Ti ' 905947 B5 8/23/18 127 1 T14905964 1 CN 9FI 11 I T14905948 136 8/23/18 128 1 T14905965 1 CO 8/ 12 1 T1 4,905949 B7 8/23/18 129 1 T14905966 1 CP 8/ R 13 1 T1 4905950 1138 8/23/18 130 1 T14905967 1 CQ 8/ 14 1 T14905951 C 8/23/18 131 1 T14905968 1 CR 8/ B� 15 T14905952 1 CA 1 8/23/18 132 1 T14905969 1 CS 8/ 3/18 16 T11905953 1 CB 8/23/18 133 1 T14905970 D 8/ 3/18 17 1 T14,'905954 1 CC 8/23/18 134 1 T1 49059711 D1 I8/ The truss drawing(s) referenced above have been prepared by MiTek USA , Inc. under my direct supervision based on the parameters provided 0 Chambers Truss. Truss Design Engineer's Name: Finn, Walter My licensC, renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., toads, supports, dimensions, shapes and design codes), which were given to MiTe�. Any project specific information included is for MiTek's customers file referencellpurpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters o'r the designs for any particular building. Before use, the building designer should verify'pplicability of design parameters and properly incorporate these designs into the over ,II building design per ANSI/TPI 1, Chapter 2. DRAWING / SUBMITTAL REVIEW WED [J APPROVED AS NOTED E AND RESUBMIT ❑ REJECTED TAL WAS REVIEWED FOR DESIGN CONFORMITYAND AL CONFORMANCE TO CONTRACT DOCUMENTS THE CONTRACTOR IS RESPONSIBLE FOR ,MING AND CORRELATING DIMENSIONS AT JOBSITE ILERANCE, CLEARANCE, QUANTITIES, FABRICATION SSES AND TECHNIQUES OF CONSTRUCTION, IINATION OF HIS WORK WITH OT R TRADES AND UMPLIANC WITH CONTRACT DO LIME G Date: tf Architectoni Inc. Fort Pierce, FL 34950 o♦���,'C�R'P I F ���i • �,` $ of t No 22839 '.• STATE OF : 4/Z T � 10 0� •,c� O R , O Q.•` \_,,. ISO C�S1 .... •' ` ♦♦ ON File t�'o % Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. TampaFL 33610 Date: August 23,2018 Finn, Walter 1 of 2 RR 74995 -WILLIAMS SitjlInformation: Customer Info: MICHAEL DIFRANCESCO Project Name: WILLIAMS Model: Lot/' lock: Subdivision: Address: UNKNOWN Cityl ST LUCIE COUNTY State: FL No Seal# I Truss Name I Date 35 1 T14905972 1 D2 8/23/18 36 T14905973 1 D3 8/23/18 37 T14905974 1 D4 8/23/18 38 11 T14905975 1 D5 8/23/18 39 IJ I T14905976 1 E 8/23/18 I40 111 I T14905977 I G R 1 18/23/18 41 I T14905978 1 GR5 8/23/18 42 T14905979 1 GR6 8/23/18 43 T14905980 1 GRA 8/23/18 44 T14905981 1 GRB 8/23/18 45 T14905982 1 GRC 8/23/18 46 I, T14905983 I GRD 18/23/18 47 T14905984 I GRE 18/23/18 48 Jil IT14905985 GRF 8/23/18 149 T14905986 I J1 18/23/18 I 50 11 I T14905987 I J 1 A 18/23/18 51 1111 T14905988 I J1 B 18/23/18 152 1,1 I T14905989 I J2 18/23/18 53 11IT14905990IJ3 8/23/18 54 Jil I T1 4905991 I J3B 18/23/18 55 111IT14905992JAC 8/23/18 56 IIJIT14905993IJ5 8/23/18 57 ,1 T14905994 J5B 8/23/18 58 1IT14905995IJ5C 8/23/18 59 T T14905996 J6 8/23/18 60 1IT14905997IJ7 8/23/18 61 11IT14905998IJ7A 8/23/18 62 I T14905999 J7B 8/23/18 63 11IT14906000IJ7C 8/23/18 164 11 T14906001 I J7D 8/23/18 65 I T14906002 I KJ2 18/23/18 66 1 T14906003 KJ2A 8/23/18 67 1 T14906004 1 KJ3 8/23/18 68 111 T14906005 1 KJ7 8/23/18 69 1 I T14906006 I KJD 18/23/18 I 70 11 T14906007 1 MV2 8/23/18 71 11 T14906008 1 MV4 8/23/18 72 11 T14906009 1 MV6 8/23/18 73 111 T14906010 I MV8 18/23/18 74 IIIT14906011 IMV10 8/23/18 75 I T14906012 I S 18/23/18 1 176 III I T14906013 I VA 18/23/18 177 111 T14906014 I VB 18/23/18 I 2of2 i Chambers TrL 3S, Inc., Fort Pierce, FL 2-0- 4-9-14 2-0-0 4-9-14 �1 Job Truss Truss Type City Ply WILLIAMS � T74905938 74995 A Hip 1 1 Job Reference o tional O. I JU a IVI31 I I — 10 IVII I CIS 11 IU-1 I—, a Iv. I nuy c� �o.c I.ai w I v r oyo , ID:heOi 1 Na41 piNcFzzonxaS1zajh4-f?8HFQ9J55MwXJPYgZuMPicm9AliMV3SP3hYasylOgf 20-6-2 25-4-0 27-4-0 4-2-2 44 9-14 �2-0-0 , Sx6 = 4x8 = 4 18 19 5 5.00 12 2x3 2x3 3 < 6 7 11 10 9 3x5 3x8 = 3x6 = 3x4 = 3x5 9.0-0 16-4-0 9-0-0 7-4-0 Scale: 1/4°=V 8 Plate Offsets Y - 2:0-3-0 0-1-8 4:0-3-0 0-2-4 5:0-5-4 0-2-0 7:0-3-0 0-1-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.13 9-17 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.48 Vert(CT) -0.29 9-17 >999 240 BCLL 0. Rep Stress Incr YES WB 0.18 Horz(CT) 0.06 7 n/a n/a $CDL 10; Code FB02017ITP12014 Matrix -MS Wind(LL) 0.12 9-11 >999 240 Weight: 120lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc puffins. J30T CHORD I2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. WEBS x4 SP No.3 REACTIONS. (lb/size) 2=1284/0-8-0, 7=1284/0-8-0 Max Horz 2= 136(LC 10) Max Uplift 2— 719(LC 12), 7=-719(LC 12) FORCES. Qb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2324/1512, 3-4=-1964/1259, 4-5=-1775/1242, 5-6= 1964/1259, 6-7=-2324/1512 BOT CHORD 2-11= 1244/2113, 9-11=-929/1775, 7-9=-1279/2113 WEBS 3-11=-404/387, 4-11=-73/414, 5-9— 111/414, 6-9=-404/386 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=3.Opsf; h=22fh B=45ft; L=25ft eave=4ft; Cat. 11; Exp C; E I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 9-0-0, Exterior(2) 9-0-0 to 20-8-6, In nor(1) 20-8-6 to 27-4-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 JMWFFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade juate drainage to prevent water ponding. 4) This truss hits been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 6) Provide meo� anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=719, 7=71$- Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - dty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE ' Design vdld fo ' �✓Jse only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not atrusssystem.1 fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. star DSB-09 and BCS18o0dGtg Component Blvd. Safety Infonnd oavdaillable from Truss Plate Institute. 2 8 N. Lee Sheet, Suite12, Alexandria, VA 231 4.��, Tampa, FL 33610 Job Truss Truss Type City Ply WILLIAMS T14905939 74995 Al Hip 1 1 I Job Reference (optional) GhamberS I rugs, Inc., tort Fierce, t-L a.i3u s mar l i 2Ol8 rwr r eK uruusuies, Inu. I nu Hag 23 V8:G 1:88 LV 18 rage i I D:h8Oi 1 Na41 piNcFzzOnxaSl zajh4-8CifTmAxsPUn9T_kD HPbxw8OLZ6H5tobej R56JylOg7 -2-0- 5-9-14 11-0-0 14-4-0 19-2-12 24-5-0 2.0-0 5-9-14 5-2-2 3-4-0 4-10-12 5-2-4 i Scale=1:44.0 4x4 = 4x5 = 4 22 5 I 5.00 12 3x4 21 23 3x4 6 3 v 73x4 7724 8 I� o 13 i2 11 10 9 8x4 = 2x3 11 4x6 = 3x4 = 2x3 11 3x6 11 3x4 = 5-9-14 11-0-0 14-4-0 19.2-12 24-5-0 5-9-14 5-2-2 3-4-0 4-10-12 5-2-4 Plate Offsets XY -- 2:0-1-2 Ede 8:0-4-1 0-0-3 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.(q Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.13 11-13 >999 360 MT20 244/190 TCDL 15.( Lumber DOL 1.25 BC 0.40 Vert(CT)-0.2311-13 >999 240 BCLL 0.((jj y Rep Stress Incr YES WB 0.47 Horz(CT) 0.06 8 n/a n/a BCDL 10. Code FBC20171TP12014 Matrix -MS Wind(LL) 0.12 11-13 >999 240 Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc puffins. BOT CHORD �x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 2 x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 8=1093/Mechanical, 2=1249/0-8-0 Max Horz 2=156(LC 11) ax Uplift 8=-526(LC 12), 2=-707(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2255/1394, 3-4= 1617/1071, 4-5=-1429/1066, 5-6= 1603/1092, 6-8=-1934/1218 BOT CHORD 2-13=-1242/2023, 11-13=-1242/2023, 10-11= 781/1429, 9-10=-103211741, 8-9= 1032/1741 WEBS 3-11— 718/512, 4-11= 156/359, 5-10� 168/321, 6-10=-445/343 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASCE 10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft L=24ft; eave=oft; Cat. II; Exp C; En , GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 11-0-0, Extedor(2) 11-0-0 to 14 -0, Interior(1) 18-6-15 to 24-5-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members an forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) This truss ha ° been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss h,s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet2i the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec 11 nical connection (by others) of truss to bearing plate capable of withstanding-100 lb uplift at joint(s) except Qt=lb) 8=52612=70 , ® WARNING - Design valid fc a ]fuss system. building desbgi Is always reclui fabrication, stc Safetylnfaimr ry design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. e only with MiTekb connectors. This design Is based only upon parameters shown, and Is for an individual building component not ire use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of trusses and truss systems. seeANSNlpll QualltyCrCeda, DSB-89 and BCS1 Buildhig Component iovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 I I Job Truss Truss Type City Ply WILLIAMS T74905940 74995 II A2 Common .1 1 Job Reference (optional) o 4 ChamDerS I ru S, inc., rOrr Fierce, rL mousiviar i i mow I i an n iU—J-o, 111— iu nug .."yo ID:h80i 1 Na41 piNcFzzOnxaS1 zajh4-cOG1 g6BZdjcdndZwn_wgU7hANzR9gNVII NAfelylOg6 -2-0-0 6-7-14 12-8-0 18-8-2 24-5-0 2-0-0 6-7-14 6-0-2 6-0-2 5-8-14 Scale=1:43.1 4x5 = 5.00 12 i 5 i 3x6 19 20 2x3 \\ 4 2x3 3 6 21 3x4 7 8 o 0 , ff 11 10 22 23 9 Ir 3x4 = 3x6 = 3x4 = 3x8 I I a= 8-7-15 8-0-2 17-8-15 Plate Offsets ( Y)-- f2:0-0-14 0-0-01 f8:0-4-13 Edgel LOADING (psf11' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.13 9-11 >999 360 MT20 244/190 TCDL 15.011 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.26 9-11 >999 240 BCLL 0.0 . Rep Stress Incr YES WB 0.31 Horz(CT) 0.06 8 n/a n/a B£DL 10.01 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.11 9-11 >999 240 Weight: 112lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins. ROT CHORD ' x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS .x4 SP N0.3 SLIDER 1ight2x4SPNo.32-6-0 REACTIONS. (Ib/size) 8=1093/Mechanical, 2=1249/0-8-0 Max Harz 2=176(LC 11) Max Uplift 8=-526(LC 12), 2=-707(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2176/1228, 3-5= 1903/1144, 5-6= 1765/1101, 6-8=-1943/1165 BOT CHORD 2-11= 1065/1947, 9-11=-595/1260, 8-9=-958/1751 WEBS 3-11= 464/416, 5-11=-363/725, 5-9=-270/537, 6-9=-356/342 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; En ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 12-8-0, Exterior(2) 12-8-0 to 15 0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girdrIII(s) for truss to truss connections. 6) Provide mec finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=526,2=70i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Ve design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev. 10/032015 BEFORE USE.� j Design vaild for a only with W ak connectors. this design is basad only upon parameters shown, and is for an Individual building component, not a truss system. building design. ore use, The building designer must verify the applicaullty of design parameters and properly Incorporate this design Into the overall &acing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always require prevent sTablllty and to prevent collapse wiTh posslbie personal InJury and propedy damage. For general guidance regarding the fabrication, stor ,tor e, dellvery, erection and bracing of trusses and truss systems, seeANS//IPIf GualByCrBedo, DSB-89 and BCSI ButTd/ng Component 6904 Parke East Blvd. SafetvIntonna vallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply WILLIAMS T14905941 74995 A3 4 Common y 3 1 Job Reference o tional cnamoers i ru s, Inc., Fort Fierce, FL o. raV 6 lyJar I I GV I o - I VA a uList 1U - I �y , aye I D:h80i 1 Na41 pi NcFzzOnxaS1 zajh4-4apPtSCBOOkUOn86LiS31 LELTNmQZgmu61 wCBBylOg5 -2-0-0' 6-7-14 12-8-0 18-8-2 24-11-8 2-0-0 6-7-14 6-0-2 6-0-2 6-3-6 Scale =1:44.1 I I 45 = 5.00 12 5 I 3x6 17 18 2x3 \\ 4 2x3 3 6 19 2 7 N II Io 1 10 9 20 21 8 3x4 = 3x4 = 3x6 = 3x4 = 3x5 = i 8-7-15 16-8-1 24-11-8 8-7-15 8-0-2 8-3-7 Plate Offsets IY -- 2:0-2-2 0-0-8 7:0-0-0 0-0-9 LOADING (psf� SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) -0.13 8-10 >999 360 MT20 244/190 TCDL 15A Y Lumber DOL 1.25 BC 0.48 Vert(CT) -0.26 10-16 >999 240 ! BCLL O.( Rep Stress Incr YES WB 0.31 Horz(CT) 0.05 7 n/a n/a BCDL 10. Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.11 8-10 >999 240 Weight: 110lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc pur ins. ®OT CHORD 'x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-7 oc bracing. WEBS x4 SP No.3 REACTIONS. (lb/size) 7=1117/0-3-8, 2=1273/0-8-0 Max Harz 2=180(LC 11) flax Uplift 7=-538(LC 12), 2=-719(LC 12) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2237/1261, 3-5=-1963/1176, 5-6=-1915/1181, 6-7=-2180/1260 BOT CHORD 2-1 0=-1 082/2004, 8-10=-612/1318, 7-8=-1050/1941 WEBS 5-8= 337/655, 6-8= 438/400, 5-10= 363/723, 3-10— 466/417 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASCE �-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=25ft; eave=4ft Cat. ll; Exp C; Err `., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 12-8-0, Exterior(2) 12-8-0 to 15 0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss h6s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe+ the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=538, 2=71�� Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 1 ® WARNING- vdrlfy Design valid for a truss system. building design. Is always require I fabrication, stor Safety Infounaill design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. l use only with MITeka connectors. This design Is based only Upon parameters shown, and Is for an individual building component, not Oore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall (Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing J for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Oe, delivery, erection and bracing of trusses and truss systems, seeAMSJ*7P11 QuaMyCi0eda, DSO-89 and BCS1 BuOding Component 2nzivailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 I I Job Truss Truss Type aty Ply WILLIAMS T14905942 74995 B � Flat 1• 1 Job Reference (optional) Chambers Tr'Inc., I-ort Pierce, FL ti.l JU s Nlar 11 4U7 tf MI I UK Ilausrneb, mc. 1 nu �uy 40 vo:cc- 1 cv w rayr r I D:heOi 1 Na41 piNcFzzOnxaS 1 zajh4-YnNn5oCp9KsLOxjJvPzIZYmVDn8glCl2KhfljdylOg4 7r.-a-7 28-9-11 6-6-12 6-6-12 6-8.8 Scale=1:49.0 I 3x4 11 2x3 11 3x8 = 3x6 = 2x3 11 3x8 = 3x4 11 1 2 15 16 3 17 4 5 18 6 19 7 e i 14 13 12 11 10 9 8 3x4 11 6x8 = 24 11 3x6 = 3x8 = 2x3 11 6x8 = 2-1 7 2- -3 8-11-11 15-6-7 22-1-3 28-9-11 2-1-7 1 0- -12 6-8-8 6-6-12 6-6-12 6-8-8 Plate Offsets (?qY)-- f13.0-3-8 0-3-01 LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.08 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.19 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.12 10 >999 240 Weight: 160lb FT=20% LUMBER- II BRACING - TOP CHORD4 SP M 30 TOP CHORD RDT CHORD R4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD lb/size) WEBS REACTIONS. 8=1180/Mechanical, 13=1386/0-3-8 6x Horz 13=258(LC 9) lax Uplift 8=-661(LC 9), 13=-850(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-2112/1232, 5,-6= 2112/1232 BOT CHORD 12-13=-1100/1615, 10-12=-1100/1615, 9-10=-1052/1623, 8-9= 1052/1623 WEBS 2-13=-379/412, 3-13=-1845/1092, 3-12=01275, 3-10=-410/573, 5-10=-442/371, 6-10=-361/564, 6-9=0/283, 6-8=-1836/1113 Structural wood sheathing directly applied or 4-9-10 oc puffins, except end verticals. Rigid ceiling directly applied or 6-11-11 oc bracing. 1 Row at midpt 3-13, 6-8 NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=291t; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) D-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-7-15 zone; cantilever left and right i posed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl {}e grip DOL=1.60 2) Provide adeAs ate drainage to prevent water ponding. 3) This truss hbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss 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 betweej the bottom chord and any other members. 5) Refer to gird '(a) 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 Ot=lb) 8=661, 13=8 ,Q. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - Vetlly Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. building design. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always require prevent for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storo' e, delivery, erection and bracing of trusses and truss systems, seeANSI/IP11 CualByCilledd, DSB-89 and 0CS1 Bufid/ng Component 6904 Parke East Blvd. Safety/ntormaftnavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS T14905943 74995 B1 Flat f 1 Job Reference (optional) c;nam0ers I ruE s, Inc., t-0n Merce, r-L 6-8-15 13-4-2 6-8-15 6-7-3 i 4x5 = 2x3 II M= 1 13 14 2 15 3 3x6 11 LOADING (pa TCLL 20 TCDL 15 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS 6-8-15 6-7-3 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.65 Lumber DOL 1.25 BC 0.36 Rep Stress Incr YES WB 0.62 Code FBC2017/TP12014 Matrix -MS 10 9 3x6 = 2x3 11 o. r oV s rnai r i— 10 mr i en a U-1 iea, n -UV a o oyo I D:h8Oi 1 Na41 piNcFzzOnxaS1 zajh4-OzxA18DRwe_Ce51 VS7UX6mJcrBUr1 fXBZLPJF4ylOg3 19-11-5 26-8-4 Scale=1:45.4 3x6 = 2x3 11 4x5 = 164 6 17 18 6 -5 8 7 4x10 = 3x6 II 26-8-4 6-8-15 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 9 >999 360 MT20 244/190 Vert(CT) -0.15 9-11 >999 240 Horz(CT) 0.03 7 n/a n/a Wind(LL) 0.10 8-9 >999 240 Weight: 157lb Fr=20% BRACING- N4 SP M 30 TOP !x4 SP M 30 !x4 SP No.3 BOT WEB :lb/size) 12=1188/0-3-8, 7=1188/Mechanical viax Horz 12= 315(LC 10) Vlax Uplift 12=-690(LC 8), 7=-690(LC 9) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-12=-1127f770, 1-2=-1349/873, 2-3=-13491873, 3-5=-1349/873, 5-6=-1349/873, 6-7— 1127f770 11 -1 2=-342/360, 9-11 =-1 217/1755, 8-9= 1217/1755 1-11=-1015/1616, 2-11=-505/462, 3-11=-496/351, 3-9=0/252, 3-8=-496/350, 5-8=-505/462, 6-8= 1016/1616 CHOFtu btructurat wooa sneatning uirecuy appueu ar a -a- 10 tic purer rs, except end verticals. CHORD Rigid ceiling directly applied or 6-8-2 oc bracing. S 1 Row at midpt 1-11, 6-8 NOTES- 11- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=27fh eave=4ft; Cat. II; Exp C; Enc, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 26-6-8 zone; cantilever left and right xposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl to grip DOL=1.60 2) Provide tide uate drainage to prevent water pending. 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe the bottom chord and any other members. 5) Refer to gird' ,�(s) for truss to truss connections. 6) Provide mec Bnical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=690, 7=6 0. Walter P. Finn PE No.22839 AtiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - V, l rfy design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valld for only with MITekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a truss system. Tore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. ,Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always require I for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sfor e, delivery, erection and bracing of trusses and Truss systems, seeAAL%VII GuaMyCrMeda, DSO-69 and BCSI Buldtng Component 6904 Parke East Blvd. Safetytntotmat n3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WILLIAMS T14905944 74995 B2 y Flat 11 1 Job Reference (optional) cnamoers i rus , mc., ran tierce, rr- 6-8-15 j 4x5 = I 1 I 6-8-15 2x3 11 13 14 2 I i I,I I XX 12 3x6 I I I 11 4x8 = 5 LOADING (psf)1 SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 S BCDL 10.0 Code FBC2017frP120 4 LUMBER- o. wv s ,war , i LV I O NII I CM1 IIIV U541tlJ, ,, IV. , HUnf <J VO.«-Vo <v, V �uao , I D:h80i 1 Na41 piNcFzzOnixaS 1 zajh4-U9VYW U E4hx63FEth0q?mersjGagRm7jKo?SsnWylOg2 19-11-5 26-8-4__ 6-7-3 6-8-15 Scale=1:45.5 3x8 = 3x6 = 2x3 11 45 = 15 3 164 5 17 18 6 10 9 8 3x6 = 48 = 2x3 11 3-4.2 19.11-5 3-7-3 6-7-3 CSI. DEFL. in (loc) I/defl Ud TC 0.93 Vert(LL) -0.05 9 >999 360 BC 0.33 Vert(CT) -0.12 8-9 >999 240 WB 0.56 Horz(CT) 0.03 7 n/a n/a Matrix -MS Wind(LL) 0.08 8-9 >999 240 BRACING- 7 3x6 II 26-8-4 6-8-15 PLATES GRIP MT20 244/190 Weight: 166 lb FT = 20% TOP CHORD :&4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD �X4 SP M 30 except end verticals. WEBS jc4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-5 oc bracing. WEBS 1 Row at midpt 1-11, 3-11, 3-8, 6-8 REACTIONS. b/size) 12=1188/0-3-8, 7=1188/Mechanical ' ax Harz 12= 371(LC 8) �Iax Uplift 12=-701(LC 8), 7=-700(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12= 1128f784, 1-2=-11441770. 23=-1144f770, 3-5— 1144f770, 5-6=-1144f770, 6-7=-1128884 BOT CHORD 11-12=-412/432, 9-11 =-1 097/1488, 8-9= 1097/1488 WEBS 1 -11 =-941/1459, 2-11=-506/466, 3-11=--452/341, 3-9=0/252, 3-8=-451/339, 5-8= 506/466, 6-8=-942/1459 NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft L=27ft; eave=oft; Cat. II; Exp C; En GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 26-6-8 zone; cantilever left and right posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber j DOL=1.60 pi tte grip DOL=1.60 2) Provide adegy�+ate drainage to prevent water ponding. 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss hS 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 bet weeriI the bottom chord and any other members. 5) Refer to girde s) for truss to truss connections. 6) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=701, 7=70p. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 & WARNING - Ve�'ly design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for u only with MITe'� connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Be bre use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeANSWII AuarityCrrfedd, DSB-89 and R=Building Component 6904 Parke East Blvd. Softly /ntoanoNdnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905945 74995 B3 Half Hip 14 1 Job Reference (optional) Chambers I ruS 3,, mc., Pori Pierce, rL 8A 3a s IMF r r 2018 rvn i en muusu ies, nw. i nu nug co vo:ccuy 4u r o rage( ID:hBOil Na41 piNcFzzOnxaSlzajh4-yM3wjgFiSFEwt0SuaYW?BBOtG_AUVWtUOfuQKyylOq 1 1-8- 8-6-15 15-4-2 22-1-5 29-0-4 1-8- I 6-10-15 6-9-3 6-9-3 6-10-15 Scale=1:49.8 5.00 12 x8 2x3 3xB = 3x6 = 2x3 11 3x8 = 4x6 G 2 15 16 3 17 4 5 6 18 7 1 I I 14 114x4 13 19 12 11 20 10 P1 9 22 B 3x6 11 = 48 = 3x6 = 2x3 I I 4x8 = 3x6 11 1-8- ; 8-6-15 15-4. 22-1 5 29-0-4 1-8- 6-10-15 6-9-3 32 6-9- 6-10-15 Plate Offsets Y -- 2:0-5-8 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.07 10-12 >999 360 MT20 244/190 TCDL 15.0'i Lumber DOL 1.25 BC 0.34 Vert(CT) -0.16 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 9-10 >999 240 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, Q,OT CHORD �C4 SP M 30 except end verticals. WEBS �CIk4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. WEBS 1 Row at midpt 7-8, 2-12, 4-12, 4-9, 7-9, 1-14 REACTIONS.:lb/size) 8=1293/Mechanical, 14=1293/0-3-8 ax Harz 14=431(LC 9) aax Uplift 8= 736(LC 9), 14=-676(LC 8) ax Grav 8=1365(LC 17), 14=1327(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-506/40212-3� 1360/866, 3-4=-1360/866, 4-6=-1217/801, 6-7= 1217/801, 7-8=-1241/858, 1-14=-1363/817 BOT CHORD 13-14= 454/441, 12-13=-599/670, 10-12=-1144/1671, 9-1 0=-1 144/1671 WEBS 2-13= 1059/878, 2-12= 850/1351, 3-12= 519/447, 4-12=-427/243, 4-10=0/310, 114-9=-643/409, 6-9=-520/460, 7-9=-988/1566, 1-13=-826/1285 i NOTES- 1) Wind: ASIDE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=29ft; eave=oft Cat. II; Exp C; Enc GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-10-15, Interior(1) 5-10-15 to 28-10-8 zone; cantilever left lland right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber D0L- 7'60 plate grip DOL=1.60 2) Provide adegi late drainage to prevent water ponding. 3) This truss had (Iwi been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h 5 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 de will fit betwee�l the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girde (s) for truss to truss connections. 6) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=736, 14=6 . I � i Walter P. Finn PE No,22639 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNfNG -Vet Des! gh Valid tot design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev. 101032015 BEFORE USE. �e only with MITekV connectors. Ttds design is based only upon patasneters shown, and is for an individual building component, not e air system. lding buidesign. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall racing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW I Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I fabrication stora e, delivery, erection and bracing of trusses and truss systems, seeAlIISMII QualdyCiffa , DSO-89 and BCSI Buffeting Component 6904 Parke East Blvd. Safety lntoml igvattable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 33610 I Job Truss Truss Type City Ply WILLIAMS T14905946 I ' 74995 B4 i Roof Special 1� 1 Job Reference (optional) n:T I. I,..I..,.­,.,. I,.,. Tr... ADesna 4 Chambers i us 5, mc., rbn rlelce, rL o. I ov s Mar I I — II1...."Iy a ID:hBOil Na4lpiNcFzzOnxaSlzajh4-vkBg8VGy_sUe6ibGhyYTGcUF?ootzTJnUzNWOryIOq? 3-8.0 10-3-10 16-11-4 23-6-14 25.8-6 29-0.4 3-8-0 6-7-10 6-7-10 6-7-10 271-8 3-3-14 Scale=1:52.5 .00 F12 4x5 = i 3x4 = 3x6 —3x4 = 4x5 = 16 2 17 3 18 4 5 19 20 21 6 4x4 = 3x4 11 4x5; 7 8 j;15 r 14 'b n 22 23 12 11 24 25 10 i3 9 3 I 1 11� 4x8 = 3x4 = 3x6 = 3xB = 6x8 = 3-8-0 13-7-7 23-6-14 25-8-6 29-0-4 3-8-0 9-11-7 9-11-7 2-1-8 3-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.19 10-12 >999 360 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.34 10-12 >999 240 1 BCLL 0.01! ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.04 9 n/a n/a ! BCDL 10.01: Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 10-12 >999 240 Weight: 204lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc puriins, BOT CHORD x4 SP M 30 except end verticals. VyEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W EBS 1 Row at midpt 3-13, 5-10, 7-9, 1-14 REACTIONS. b/size) 9=1293/Mechanical, 14=1293/0-3-8 �vtax Harz 14=455(LC 11) Max Uplift 9= 675(LC 9), 14= 627(LC 12) ax Grav 9=1297(LC 17), 14=1303(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-809/560, 2-3� 717/571, 3-5=-1424/890, 5-6=-944/697, 6-7=-1025/702, 1-14=-1322/869 BOT CHORD 13-14=-466/440, 12-13=-1055/1401, 10-12=-1036/1436, 9-10=-511/663 WEBS 3-13=-1012/647, 3-12=-70/351, 5-10=-790/550, 7-10= 458/770, 7-9=-1327/884, 1 13=-737/1193 NOTES- 1) Unbalanced i of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=29ft; eave=4ft Cat. 11; Exp C; Err(I., GCpi=o.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-8-0, Extedor(2) 3-8-0 to 25-8-6, Inte,por(1) 25-8-6 to 28-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) This truss haslbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit betwee the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girdle i(s) for truss to truss connections. 7) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=675,14=6 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 Q WARNING - V Design valid for t a truss system. building design. Is always require fabrication, stor Safety tntalmaill I Ily design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. i}e only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not tore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' e, delivery, erection and bracing of trusses and truss systems, seeANSUIWI► Cua10yC1Beda, DSB-89 and BCSI Building Component novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I MiTek' 6904 Parke East Blvd. Tampa, FL 33610 I I Job Truss Truss Type Qty Ply WILLIAMS ,r T14905947 74995 B5 Roof Special l 1 1 Job Reference (optional) Ghambers I i .1 Inc., tort Fierce, tL U.1aU s Mar 11 zu18 ml I eK Inausmes, Inc. I nu Aug zJ ua:zL:u/ zinc rage i I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-Nxl2LrHakAcVksATFg4ippORBCBlirowjd64wHyl0q_ 5-8-0 13-7-7 21-6-14 27-8-6 29-0-4 5-8-0 7-11-7 7-11-7 6-1-8 1-3-14 48 = Scale = 1:54.2 5.00 F12 2x3 1 4x8 = 2 15 16 17 3 18 19 4 L12 11 -' 10. - — U 7 6 11 3x4 = 3x8 = 3x6 = 3x4 = 6x8 = 5-8-0 13-7-7 21-6-14 27-8-6 29-0-4 I'll 5-8-0 7-11-7 7-11-7 6-1-8 1-3-14 Plate Offsets (X Y)-- f2'0-5-4 0-2-01 (4:0-5-4 0-2-41 LOADING (psf 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.34 Vert(CT) -0.16 10-11 >999 240 l BCLL 0. Rep Stress Incr YES WB 0.86 Horz(CT) 0.02 7 n/a n/a BCDL 10. Code FBC2017ITPI2014 Matrix -MS Wind(LL) 0.06 10 >999 240 Weight: 201 lb FT = 20% I LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. WEBS 1Row atmidpt 2-10,1-12 REACTIONS. I'(lb/size) 7=1293/Mechanical, 12=1293/0-3-8 'Max Horz 12=-459(LC 10) �lax Uplift 7=-628(LC 12), 12=-629(LC 12) (vlax Grav 7=1293(LC 1), 12=1296(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 982/667, 2-3= 1259/917, 3-4-1259/917, 4-5=-1156r/55, 1-12=-1258/881 BOT CHORD 11-12= 417/440, 10-11=-727/952, 8-10= 693/1011, 7-8= 289/368 WEBS 2-11= 607/554, 2-10=484/744, 3-10=-638/529, 4-10= 363/522, 4-8=-390/410, 5-8=-5441924, 5-7= 1309/941, 1-11=-705/1135 i NOTES- 1) Unbalanced 1-1 of live loads have been considered for this design. AS, 2) Wind: A-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=29ft eave=oft; Cat. II; Exp C. EnGCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-8-0, Exterior(2) 5-8-0 to 24-6-14, I tenor(1) 24-6-14 to 27-8-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &�I WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss hasp been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss h's been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to gird �(s) for truss to truss connections. 7) Provide mec �nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=628, 12=62, . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® INARN/NG - VTry II design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. II1pe Design valid for a truss system. only with MITel<8 connectors. This design is based only upon parameters shown, and is for on Individual building component, not use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. .fore Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, star Oe, delivery, erection and bracing of trusses and Truss systems, seeANSWI► AualBy CrIfeda, DSO-89 and BCSI BuOd/ng Component 6904 Parke East Blvd. Safety fnforma n3vallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. Ply WILLIAMS T14905948 74995 E36 Hip i 1 1 Jab Reference (optional) GnamDefS I fUS Inc., rOrr tierce, rL o. wv s mat 1 1 LV I O IVIi 1 CA IIIUUJOICJ, ins. i i iu .,uy co vo.c<.vo cv rayc , ID:h80i 1 Na41 piNcFzzonxaSl zajh4-r7IRZBICVUkMMolfpNbxLlZaLbUiRKD4xHsdSjylOpz 7-8-0 13-7-7 19-6-14 24-1-13 29.0-4 7-8-0 5-11-7 5-11-7 4-6-15 4-10-7 4x8 = 2x3 II 4x8 = 5.00 FIT 2 14 15 3 16 17 4 18 5xf 12 11 3x6 11 3x4 = 7-8-0 1 13-7 10 - -- 8 3x8 = 3x6 = 3x4 = 6x8 = Scale=1:57.4 Plate Offsets Y -- 1:0-3-0 0-1-12 2:0-5-4 0-2-4 4:0-5-4 0-2-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.OI, Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.24 7-8 >999 360 MT20 244/190 TCDL I, 0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.44 7-8 >791 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 10 >999 240 Weight: 209lb FT=20% i LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc pudins, aOT CHORD Ix4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. II WEBS 1 Row at midpt 2-11, 3-10, 4-8, 1-12, 1-11, 5-7 REACTIONS. b/size) 12=1293/0-3-8, 7=1293/Mechanical ax Horz 12= 488(LC 10) 'Max Uplift 12=-630(LC 12), 7=-627(LC 12) ax Grav 12=1364(LC 19), 7=1358(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1096/758, 2-3=-1118/915, 3-4=-1118/915, 4-5=-1203/835, 1-12= 1233/898 BOT CHORD 11-12= 402/439, 10-11=-715/1054, 8-10=-685/1084, 7-8=-597/827 WEBS 2-11= 453/466, 2-10= 347/514, 3-1O 470/384, 4-10=-243/303, 5-8= 157/521, 1-11= 685/1109, 5-7= 1337/905 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE 10• Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=291t; eave=4ft; Cat. II; Exp C; En I1., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-8-0, Exterior(2) 7-8-0 to 23-9-13, In erior(1) 23-9-13 to 28-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members anc liforces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq I ate drainage to prevent water ponding. i 4) This truss ha ' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee 'the bottom chord and any other members, with BCDL=1O.Opsf. 6) Refer to girde (s) for truss to truss connections. 7) Provide mec mica] connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=630, 7=627. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Ve 11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 10/03/P015 BEFORE USE. Design valid for a only with MITek(D connectors. This design is used only upon parameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor ' e, delivery, erection and bracing of trusses and truss systems, seeANSWI► QualityCdleda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Solatylnronno Igvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905949 74995 B7 Hip i 1 1 Job Reference (optional) unamDers I rorl Fierce, r-L - o. wv . M., I j ..' o ,i uld — ---- IaVc , I D:h8Oi 1 Na41 pi NcFzzonxaS 1 zajh4-JJspmXJrGnsDz9KrN56AuE6n6?gHAnBDAxbB_AylOpy 4-11-12 9-8-0 17-6-14 23-1-13 29-0-4 4-11-12 4-8-4 7-10-14 5-6-15 5-10-7 5x6 = 4x8 = 5.00 12 3 15 1617 4 6x8 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017[TP12014 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp C; En to 21-9-13,If members an 3) Provide adec 4) This truss ha 5) ' This truss f will fit betwe( 6) Refer to gird) 7) Provide mecl 12=630, 7=6, SPM30 SIDM30 SP No.3 CSI. TC 0.78 BC 0.56 W B 0.75 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORE BOT CHORE WEBS (size) 12=1293/0-3-8, 7=1293/Mechanical w Horz 12=-514(LC 10) Lx Uplift 12=-630(LC 12), 7=-627(LC 12) ix Grav 12=1368(LC 19), 7=1318(LC 19) lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -2=-255/269, 2-3=-1104/829, 3-4=-979/844, 4-5= 1169/844, 5-6� 1079/695, -7=-1270/860 1-12= 670/909, 9-11=-683/1075, 8-9= 634/949 -11= 195/558, 5-9=-86/292, 5-8= 594/506, 2-12=-1303/902, 6-8= 702/1168 23-1-13 in (loc) I/defl Lid -0.29 11-12 >999 360 -0.50 11-12 >691 240 0.03 7 n/a n/a 0.0511-12 >999 240 Scale = 1:58.2 o, 11 PLATES GRIP MT20 244/190 Weight: 210 lb FT = 20% Structural wood sheathing directly applied or 5-9-9 oc purlins, except end verticals. Rigid ceiling directly applied or 8-10-14 oc bracing. 1 Row at midpt 3-11, 4-11, 4-9, 2-12 A live loads have been considered for this design. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=29111; eave=4ft Cat. GCpi=0.18; MWFRS (directional)"and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-8-0, Extedor(2) 9-8-0 rior(1) 21-9-13 to 28-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for orces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ite drainage to prevent water ponding. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members, with BCDL = 10.Opsf. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 WARNING - Ve Design valid for L ,DIY design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE e only with MITek.6 connectors. This design Is teased only upon parameters shown. and Is for an Individual building component, not a truss system. BE ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and Truss systems, seeANSVWIJ Qualify Cinedo, DSB-69 and BCS1 Building Component 6904 Parke East Blvd. Safety Intonnallonivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 I Job I Truss Truss Type city Ply WILLIAMS T14905950 74995 B8 Roof Special i 1 Job Reference o tional Chambers Truss ilnc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:11 2018 Page 1 I D:h80i 1 Na41 pi NCFzzOnxaSl zaj h4-Fi_ZBDK5oP6wDTUE U W 8ezfB4_pW cegcW dF4H32ylOpw 0-10-6 ii -q-5 S 6-8-4 1%5-9-12 i 18-22-2-14 28-9-13 35-8-4 5-9-14 4 5-94-0 -14 3-10-14 6.6-15 6-10-7 0-10-6 5x8 Scale = 1:71.4 = 5,00 F12 5x6 = 620 7 21 It 3x4 G 19 22 3x4 3x6 5 8 4 3x4 23 3 4x6 5x6 = 9 5x10 = � 0 2 1 M I 17 24 25 16 26 15 27 t4 28 13 12 29 11 10 4x12 = 3x4 = 3x6 = 3x4 = 3x8 = 3x6 = 3x5 = 3x6 11 9-3-12 8-440 -14 25-9-13 35.8-4 9-0a5588 9-3-12 32-14 6-10-7 Plate Offsets X -- 1:0-0-0 0-1-12 1:0-3-12 Ede 6:0-5-12 0-2-8 7:0-3-0 0-2-4 I j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.19 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.36 14-16 >999 240 BCLL 0.0 ;' Rep Stress Incr YES WB 0.82 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 14-16 >999 240 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, IJOT CHORD 4 SP M 30 except end verticals. WEBS 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. OTHERS 4X6 SP No.2 WEBS 1 Row at midpt 3-17, 5-16, 5-14, 6-13, 9-10, 9-11 REACTIONS. Ilb/size) 10=1593/Mechanical, 18=159310-5-8 ax Horz 18=534(LC 11) ax Uplift 10=--774(LC 12), 18=-773(LC 12) ax Grav 10=1622(LC 18), 18=1706(LC 17) I'Max. FORCES. (lb) TOP CHORD Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 17-18= 1026/1770, 1-2=-515/306, 2-3=-570/457, 3-5=-1926/1268, 5-6=-1617/1178, 6-7=-1357/1120, 7-8= 1541/1116, 8-9-1454/919, 9-10=-1575/982 BOT CHORD i 16-17— 956/1746, 14-16=-1021/1825, 13-14— 834/1531, 11-13=-766/1289 WEBS 2-17=-331/364, 3-17=-2211/1266, 3-16=-51/305, 5-14=-508/385, 6-14=-270/658, 6-13= 416/160, 7-13=118/290, 8-13=-83/280, 8-11=-696/544, 9-11=-824/1513 i NOTES- 1) Unbalanced r: of live loads have been considered for this design. 2) Wind: ASCE I-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45fF L=36ft eave=5ft; Cat. II; Exp C. En 1, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 0-10-6, Interior(1) 0-10-6 to 18-4-0, Extedor(2) 18-4-0 to 25- ; 11, Interior(1) 25-9-11 to 35-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members an orces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq 4) This truss ha ate drainage to prevent water ponding. , been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee ' the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girde (s) for truss to truss connections. 7) Bearing at jot .t(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b " ring surface. 8) Provide mect nical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) except Qt=lb) 10=774, 18= . 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: I August 23,2018 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull-7473 rev. 1010312015 BEFORE USE. NOeR� IIfnovallable Design vald far a truss system. only with cannectors. fits design Is based only span paaneten shaven, and is for a7 Individual building component, not re use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.'acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T MiTek* Is always requlr or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor, delivery, erection and bracing of trusses and truss systems, seeANSIM11 CualffyCrBeft DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonna from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i Job Truss Truss Type City Ply WILLIAMS T74905951i 74995 C Half Hip 1 1 Job Reference (optional) t;namoers l ruse Inc., rorr rrerce, rL I i 4-2-14 i 8-5-0 4-2-14' 4-2-2 I 5X 25 6 i 5x6 = ID:h8011Na41piNcFzzOnxaSlzajh4-juYxPZLjZirngd DftWIkl;6mON6jfsvgrbVyl0pv 24-8-0 -0-8 23-3-12 238-0 32-1-75 39-7-74 4p-7-1R 433-14 7-8 7-34 N1-4 7-5_ls 7-5-15 -0- 2-6-0 1-0-0 Scale = 1:75.1 5x6 = 12 3x8 = 3 26 27 4 3x4 2 21 20 19 3x8 = 5x8 MT1 BHS = 3x4 11 3x4 11 7x8 = 7x8 = Sx8 MT18HS= 4x10 = 3x4 11 5x6 = 28 29 5 67 8 309 10 11 12 - - io 17 16 15 to 18 12xi4MTi8HS = 3x4 11 14 13 7x10 MTi 8HS = 8x14 MTi 8HS = 3x6 11 12.00 12 7xB \\ male (j7lsers X l:U-b-b U-U-b I:U-U-b V-U-J J:U-J-U U-Z-9 a:V-J-b CU C O:V-J-9 Cu C V.V-V-v V-r-rc v-<-v u c LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.61 17 >848 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.39 16-17 >373 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.42 13 n/a n/a 9CDL 10.0 Code FBC2017/rP12014 Matrix -MS Wlnd(LL) 0.88 17 >587 240 Weight: 239lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, (, 10: 2x4 SP M 31 except end verticals. BOT CHORD x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-18: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 4-21, 8-15, 5-18 WEBS 4 SP No.3 *Except* 17,8-17,8-15,11-15: 2x4 SP M 30 WEDGE Left: 2x4 SP No., I ! REACTIONS. b/size) 13=1943/0-8-0, 1=1943/Mechanical ax Horz 1=272(LC 11) ax Uplift 13=-946(LC 12), 1=-942(LC 12) FORCES. (Ib) Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3980/2519, 2-3=-3840/2392, 3-4=-3558/2291, 4-5=-5563/3439, 5-7=-7390/4486, 7-8= 7404/4499, 8-9= 2362/1478, 9-11=-2332/1455, 11-12=-1201/821, 12-13=-1917/1206 BOT CHORD 1-21= 2611/3573, 19-21— 3357/5276, 18-19= 3357/5276, 17-18=-4171/6696, ! 16-17=-3616/5847, 15-16= 3616/5847, 14-15= 1014/1547 WEBS 3-21— 530/1021, 4-21=-2002/1160, 4-19=0/307, 5-17= 2636/4259, 7-17=-283/250, 8-17=-1060/1662, 8-16=0/346, 8-15=-3720/2217, 9-15=-565/457, 11-15=-2060/3269, I11-14=-2835/1819, 12-14=-1323/2139, 5-18= 4051/2564, 4-18=-294/393 NOTES- 1) Unbalanced r I of live loads have been considered for this design. 2) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TC,DL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=43ft eave=5ft; Cat. II; Exp C; En , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-0-10, Interior(1) 4-0-10 to 8-5-0, Exterior(2) 8-5-0 to 14-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shoe Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss ha ,lbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h 's been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee q the bottom chord and any other members. 7) Refer to girdel(S) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=946, 1=94f2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 WARNING - Ve Design vaild for rise a truss system. bulding design. fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. only with MlTek© connectors. This design Is based only upon patmeters shown, and Is for an individual building component, not fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reclultei fabrication, stor I for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of trusses and truss systems, seeANSM/I CUa1ByCdieda, DSB-89 and SCSI Bugdhig Component 6904 Parke East Blvd. Safally Intoninciff viavallable from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 11 Job Truss Truss Type Qty Ply WILLIAMS � T14905952 74995 CA Hip R 1 1 Job Reference o tional Chambers Truss,',Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:14 2018 Page 1 I D:h80i 1 N a41 piNcFzzOnxaS 1 zajh4-gHgipEMz5KVV4xDp9eiLblpgVORBr-jyKDJyfNylOpt 24-8-0 5-2 14 10-5-0 17-0.8 23312 23r@r 0 31-6-13 38-5-10 -10-10 42-3-14 4 -3-1 5-2, 4 5-2-2 6-7-8 6-3-4 0-4-4 6-10-13 6-10-132-5-0 -0- I i 1-0-0 Scale=1:75.1 i I i 3x4 = 3x4 11 5x8 = 3x4 11 6x8 = 4x6 = 3x4 11 4x8 = Sx8 = 5.00 F12 326 427 28 29 5 6 7 8 30 31 9 10 11 3x4 25 2 4 � 1 4 j0 16 15 14 1- ' O 21 20 18 17 12.00 12 5x12 = 6x8 = 12 13 5x6 — 19 10x14 MTi8HS = 3x4 I 46 — 4x8 — 5x12 MT18HS= 8.49 12 Sx6 = 6x8 — 4x10 11 3x4 = I 5-2 14 10-5-0 17-0-8 23-8-0 8- 31-6-13 38-5-10 3 -10-10 43-3-14 1 5- ',14 5-2-2 6-10-13 G-10-13 1-5-0 3-5-4 Plate Offsets (X, )-- [1:0-3-3,Edge], [1:0-0-0,0-2-1], [3:0-5-4,0-2-4], [5:0-2-0,0-2-4], [7:0-3-0,Edge], [9:0-3-8,0-2-0], [10:0-5-12,0-2-4], [13:0-4-4,0-2-4], [16:0-5-8,0-3-0], 17:0-6-12,0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.41 16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.94 15-16 >549 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(CT) 0.30 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.60 16 >868 240 Weight: 257lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc puriins, BOT CHORD ,4 SP M 30 *Except* except end verticals. 6-17: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-13 oc bracing. WEBS 4 SP No.3 *Except* WEBS 1 Row at midpt 6-15, 9-15, 5-17 -14,5-16: 2x4 SP M 30 WEDGE Left: 2x4 SP NoJ i 1 REACTIONS. b/size) 12=194310-8-4, 1=1943/Mechanical axHarz 1=320(LC11) I lax Uplift 12= 946(LC 12), 1=-942(LC 12) FORCES. (Ib) f Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 11-2=-3986/2461, TOP CHORD 2-3� 3692/2311, 3-4=-4394/2817, 4-5=4394/2817, 5-6=-5690/3535, 6-8= 4645/2862, 8-9— 4645/2862, 9-10= 2300/1474 BOT CHORD 1-21=-2609/3596, 20-21� 2609/3596, 18-20= 2326/3370, 17-18=-2919/4549, j 16-17=-3525/5505, 15-16� 3635/5679, 14-15=-1594/2366, 13-14=-263/366, 12-13=-304/379 WEBS 2-20=-321/316, 3-20= 130/357, 3-18=-760/1346, 4-18=-495/452, 5-18=-273/203, 6-16=125/315,6-15=-1173/758,8-15= 504/420,9-15=-1558/2588,9-14= 1644/1135, 10-14=-1826/2784, 10-12= 1866/1280, 5-17=-3179/2098, 5-16=-2096/3302 NOTES- 1) Unbalanced 4of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; En I , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-4-0, Intedor(1) 4-4-0 to 10-5-0, Exterior(2) 10-5-0 to 43-2-2 zone; ntilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions sho n; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ; ate drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss ha I (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss h , is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 7) Refer to girde'(s) for truss to truss connections. Walter P. Finn PE No.22639 8) Provide rnecf nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. FL Cert 6634 12=946, 1 =9Z 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - VC My design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vald for e only with Mllek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. building design, ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Tracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T M� lek* Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor h e, delivery, erection and bracing of trusses and truss systems, seeANSYWII AualltyCiCeda, DSB-89 and BCSI BuIIdLV Component 6904 Parke East Blvd. Sa/etyinfolma 1lavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. u Tampa, FL 33610 I Job Truss Truss Type Qty Ply WILLIAMS T14905953 74995 CB Hip 1 1 Job Reference (optional) Chambers 1 russ, I�C., tort coerce, FL 0.10U s rvrm age I D:h80i1 Na41 piNcFzzOnxaS 1 zajh4-cfnSEwOEdxlDJ EMBH3kpgjul_g8WJuCFnxo2kGylOpr 24-8-0 •2-14 12-5-0 1&D-8 23-3-12 2$Q-0 30-6-13 36-5-10 _ 37-10-10 40-3-14 4�1-1-743.3-14 i i' -14 6-2-2 5-7-8 5-3-0 4 Sd0-13 5-10-13 1-5-0 2-5-4 0-9-9 2-2-7 1-0-0 Scale = 1:74.1 i 3x5 I 5x8 6x8 = 4x6 = 4x5 = 7x8 = 5.00 F12 3 4 28 29 30 5 6 7 8 31 32 9 10 11 12 2 27 _ u? � v 1 0 18 17 16 j 22 12x12 = 23 21 - 20 19 4x10 = 6x8 = 15 14 13 7x8 = 4x6 — 5x6 WB= 3x8 = 12.00 12 8.49112 5x6 = 6x8 = 4x10 I i I i 41-7-2 62-14 12-5-0 18.0-8 23-8-0 4-8- 30-6-13 36.5.10 7-10-1 40.3.11 1-1. 43-3-14 2-14 6-2-2 5-7-8 5-7-8 -0- 5-10-13 5-10-13 1-5-0 2-5-4-9- 1-8-12 ! 0-5-10 Plate Offsets X 6- 1:0-3-3 Ed e 1:0-0-0,0-1-5 3:0-5-12 0-2-8 5:0-4-0 0-2-0 7:0-3-0 Ed e 10:0-5-12 0-2-8 15:0-4-4 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.26 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.59 17-18 >837 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.23 14 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS Wind(LL) 0.37 18 >999 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD k4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc puffins, BOT CHORD x4 SP M 30 *Except* except end verticals. 16-19: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. WEBS 14 SP No.3 WEBS 1 Row at midpt 9-17, 5-19 OTHERS 14 SP No.3 WEDGE Left: 2x4 SP No. REACTIONS. Ip/size) 1=1846/Mechanical, 14=2040/0-11-5 Max Harz 1=350(LC 11) Max Uplift 1=-895(LC 12), 14=-993(LC 12) 1: lax Grav 1=1848(LC 21), 14=2040(LC 1) FORCES. (Ib) ax Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=-3794/2315, 2-3= 3296/2064, 3-4=-3455/2261, 4-5=-3455/2261, 5-6=-4087/2597, 6-8=-3297/2079, 8-9=-3297/2079, 9-10=-1717/1128, 10-11= 212/293 BOT CHORD 11-23= 2449/3419, 21-23=-2449/3419, 20-21=-2040/2973, 19-20=-2227/3445, 18-19= 2691/4174, 17-18=-2625/4075, 16-17=-1177/1768, 15-16=-177/297, 14-15=-203/290 WEBS-21=-561/455, 3-21 =-1 80/428, 3-20= 425/791, 4-20= 412/385, 6-1 8=-1 99/376, 16-17=-988/647, 8-17=-432/360, 9-17=-1184/1937, 9-16=1556/1081, 5-19=-2374/1587, h5-18=-1430/2255,10-16=-1620/2310,10-14=-1686/1009,11-14=-321/440 I NOTES- 1) Unbalanced r : of live loads have been considered for this design. 2) Wind: ASCE �-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft L=43ft eave=5ft; Cat. II; Exp C; Eric,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-4-0, Interior(1) 4-4-0 to 12-5-0, Extedor(2) 12-5-0 to 43-2-2 zone; ntilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions sho n; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) All plates are x4 MT20 unless otherwise indicated. 5) This truss ha j been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss h 's been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 7) Refer to girds'(s) for truss to truss connections. Walter P. Finn PE No.22639 8) Provide mea nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MTek USA, Inc. FL Cert 6634 1=895, 14=993. 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - Ve�ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. ! Design valid for a truss system. building design.. a only With MiTel b connectors. This design Is based only upon porametets shown, and is for an Individual buflding component, not ,More use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew ! Is always require fabrication, stor Safetyfnformal 1 for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :. e, delivery, erection and bracing of trusses and truss systems, seeANSUTPfr QualifyCdferla, DSB-89 and SCSI BuOd/ng Component rpvaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 I I Job Truss Truss Type aty Ply WILLIAMS T14905954 74995 CC HIP i 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:22:17 2018 Page 1 I D:h80i 1 Na41 pi NcFzzOnxaS 1 zajh4-4sLgSGPsOFt4xOxOrmF2DwRBeEY12MJOOBXcGiylOpq 7-2-14 14-5-0 22-5-3 30.3-11 38-3-14 43-3-14 7-2-14 7-2-2 8-0-3 7-10-7 8-0-3 5-0-0 I I Scale = 1:73.5 I 5x8 = 5x8 MT18HS = 3x6 = 3x10 = 5.00 F12 3 2425 426 S 6 27 7 8 4x5 9 23 2 17 22 rb V I I d � 18 17 16 28 15 14 13 29 12 11 10 3x6 = 3x10 = 3x6 = 6x8 = 4x6 = 4x10 I I 7-2-14 14-5-0 22-53 30-3-11 38-3-14 9-7- 433-14 17-2-14 7-2-2 8-0-3 7-10-7 8-0-3 1-3-4 3-8-12 Plate Offsets X' - 1:0-3-3 Edge],1:0-0-0 0-1-5 3:0-5-4 0-2-4 7:0-4-0 0-1-13 12:0-1-8 0-3-4 jLOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.17 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.38 15-17 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor YES WB 0.93 Horz(CT) 0.12 12 n/a n/a WDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.23 17-18 >999 240 Weight: 259lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins, B4OT CHORD 2x4 SP M 30 except end verticals. WEBS c4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. WEDGE WEBS 1 Row atmidpt 6-15 Left: 2x4 SP No. 2 Rows at 1/3 pts 6-12 i REACTIONS. I /size) 12=291610-11-5, 1 =1 671 /Mechanical, ll=-701/0-11-5 axHorz 1=232(LC 12) ax Uplift 12=-1390(LC 12), 1=-799(LC 12), 11=-934(LC 20) ax Grav 12=3013(LC 17), 1=1717(LC 17), 11=301(LC 12) i FORCES. (lb) IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-345812024, 2-3-2769/1682, 3-4= 2506/1619, 4-6=-2506/1619, 7-8-134/330 BOT CHORD 1-18— 2022/3203, 17-18_ 2022/3203, 15-17= 1500/2537, 13-15=-885/1676, �12-13=-885/1676 WEBS 2-17=-745/577, 3-17=-2031558, 4-15=-589/518, 6-15=-735/1125, 6-13=0/362, 6-12=-2406/1471, 7-12= 613/390, 8-11=-361/804, 9-11 =-1 861289, 8-12=-673/498 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE, -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=43ft; eave=5ft Cat. II; Exp C; En , GCpi=0.18; MI(directional) and C-C Exterior(2) 0-0-0 to 4-4-0, Intedor(1) 4-4-0 to 14-5-0, Exterior(2) 14-5-0 to 43-2-2 zone; antilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) All plates are x4 MT20 unless otherwise indicated. 6) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss hi 1s 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 willfitbetweei the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to glide '�s) for truss to truss connections. 9) Provide mech Lnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=1390, 1 1 9, 11=934. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - V lfy design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for ' only with fAiTeIKO connectors. This design Is based only upon parameters shown, and Is for an Individual binding component, hot �o a truss system. More use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always require- for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor c I to, delivery, erection and bracing of trusses and truss systems, seeANSUW11 Quality Cd filar, DSB-89 and BCSN Building Component 6904 Parke East Blvd. Soletylnrorma ,Itpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i II Job Truss Truss Type aty Ply WILLIAMS < T14905955 74995 CD HIP 1 1 Job Reference (optional) Chambers Truss .Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:18 2018 Page 1 ID:h8Oil Na4lpiNcFzzOnxaS1zajh4-Y2vDfcPU9Y?xYYWaOUmH18zNTdvingzYErH9o8ylOpp -2-0-0 6-1-3 11-6-10 17-0-0 23-7-10 30-3-4 36-10-14 43-10-14 2-0-0 6-1-3 5-5-6 5-5-6 6-7-10 6-7-10 6-7-10 7-0-0 I Scale = 1:76.9 5x6 = 5.00 12 3x4 = 3x5 = 3x6 = 3x4 I 5x6 = • 6 26 27 728 829 9 10 11 30 5x6 3x4 31 3x6 255 12 3x4 4 T 3 � G i 24 � 2 di 1 20 19 18 32 33 17 34 16 35 15 14 13 3x4 = 3x6 = 3x8 = 3x5 = 3x6 = 6x6 = 5x6 = 3x4 11 � 3 I I = 8-9-14 17-0-0 26-11-7 34-10-6 %10-14 -2- 43-10-14 8-9-14 8-2-2 9-11-7 7-10-15 2-0.8 -3-1 5-8-6 Plate Offsets X -- 2:0-0-6 Edge], 6:0-3-0 0-2-4 11:0-3-0 0-2-4 15:0-3-8 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 1 TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.25 17-18 >999 360 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.48 17-18 >866 240 BCLL 0.0 1' Rep Stress Incr YES WB 0.84 Horz(CT) 0.09 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1718-20 >999 240 Weight: 258lb FT=20% LUMBER- j BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc puffins, 130T CHORD 4 SP M 30 except end verticals. WEBS :(4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. WEBS 1 Row at midpt 7-17, 8-15 REACTIONS. earings 3-7-10 except (jt=length) 2=0-8-0. (lb) - ax Harz 2=322(LC 12) ax Uplift All uplift 100 lb or less at joint(s) except 2=-888(LC 12), 15=-831(LC 12), 14=-591(LC 13) ax Grav All reactions 250 lb or less at joint(s) except 2=1688(LC 17), 15=1841(LC 17), 15=1715(LC 1), 14=727(LC 22) FORCES. (lb) 'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3307/1785, 3-5=-3003/1656, 5-6— 2109/1232, 6-7=-1904/1221, 7-8=-1228/678, �8-10=-234/283,10-11=-234/283,11-12=-366/391 BOT CHORD !2-20=-183113132, 18-20= 1481/2546, 17-18=-771/1637, 15-17= 293/749, 14-15=-283/452 WEBS i3-20=-444/335, 5-20=-202/550, 5-18=-802/635, 6-18=-131/426, 7-18=-345/462, I7-17=-921/737, 8-17= 676/1239, 8-15=-1746/1157, 11-14=-462/529, 12-14=-364/584 NOTES- 1) Unbalanced r: of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; End GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-4-0, Interior(1) 2-4-0 to 17-0-0, Exterior(2) 17-0-0 to 43-1-6, Int(ior(1) 43-1-6 to 43-9-2 zone; cantilever right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber IDOL4 1.60 plate grip DOL=1.60 3) Provide adeq late drainage to prevent water ponding. 4) This truss ha � been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h ! is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 888 lb uplift at joint 2, 831 lb uplift at joint 15 and 5 1 lb uplift at joint 14. I Walter P. Finn PE No.22839 MiiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: } I ! August 23,2018 ® WARNING - V. !y design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design voild for a truss system. -e only wlth !All k5 contractors. This design Is based only upon parameters shown, and Is form Individual building component, not "fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.. acing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MOWis always require , for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflon, stor e, delivery, erection and bracing of trusses and Truss systems, seeANSU/PII Gua/ByCdteda, DSB�9 and =1 Buflding Component 6904 Parke East Blvd. safetylntomm rpvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T74905956 74995 CE HIP 1 1 Job Reference (optional) Chambers I russ, 2-0-0 -2000 21 tort tierce, rL 6-9-3 3x6 3x4 '� 4 3 --it5 O. 1 JV a iWidi 1 1 Lu 10 "111 tln 111UUJl11GJ, Ilia. I nuy c.i vc,.cc. a cv l , ayc , ID:h80i 1 Na41 piNcFzzOnxaSlzajh4-oETbtyQ6ws7oAi5myBHW I LW W d1 CAW F2hTUOi LbylOpo 9-0-0 26-11-7 34-10-14 39-3-2 43-10-14 6-1-6 7-11-7 7-11-7 4-4-4 4-7-12 5x6 = 5.00 V2 6 22 23 3x4 5 17 28 29 16 15 3x4 = 4x6 = 3x8 = 3x8 = 5x6 = 24 7 25 26 8 30 14 13 31 12 3x4 11 3x6 = 6x8 = Scale=1:78.9 3x4 27 9 3x4 11 10 32 33 11 4x6 = I 1 9-9-14 19-2-2 7-11-7 7-11-7 0-'4'6 8-7-10 Plate Offsets X -- 2:0-0-2 Ed e 6:0-3-0 0-2-4 8:0-3-0 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.20 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.40 15-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.17 15-17 >999 240 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHORD 2' 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, BOT CHORD 2 4 SP M 30 except end verticals. WEBS 2' o.3 4 SP NM. BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. WEBS 1 Row at midpt 5-15, 7-15 2 Rows at 1/3 pts 7-12 REACTIONS. a/size) 2=1618/0-8-0, 12=2464/0-8-0 ax Horz 2=322(LC 12) ax Uplift 2=-870(LC 12), 12=-1232(LC 9) ax Grav 2=1703(LC 17), 12=2548(LC 19) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-3327/1566, 3-5=-2970/1418, 5-6=-1864/951, 6-7= 1669/968, 7-8=-396/406, -9=-497/501 BOT CHORD-17=-1621/3154, 15-17= 1220/2447, 14-15= 420/1153, 12-14= 420/1153, 1-12= 150/283 WEBS-17=-499/384, 5-17=-228/674, 5-15=-960/686, 6-15=-39/296, 7-15=-646/817, -14=0/386, 7-12=-2071/1290, 9-12= 456/661, 9-11= 574/301, 8-12= 564/546 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L-_14ft; eave=5ft; Cat. II; Exp C; Enc 1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-4-0, Interior(1) 2-4-0 to 19-0-0, Exterior(2) 19-0-0 to 41-1-6, Inte or(1) 41-1-6 to 43-9-2 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL :.60 plate grip DOL=1.60 3) Provide adeqt ite drainage to prevent water ponding. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h 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 betweet the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mech ' nical connection (by others) of truss to bearing plate capable of withstanding 870 lb uplift at joint 2 and 1232 lb uplift at joint 12. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 WARNING - Ve ly design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for e only with Mliek'0 connectors. This design Is based only upon parameters shown, and Is for art individual building component, not a truss system. Ik fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall j building design. Oracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11flOW Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and Truss systems, seeANSI/IPII CuargyCitleda, DS9-89 and SCSI Buflding Component 6904 Parke East Blvd. Safetylntomra aliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i Job Truss Truss Type Qty Ply WILLIAMS T14905957 74995 CF Hip 1 1 Job Reference (optional) cnambers I russ, I 2-0-0 2-0-0 I I I I � r-ort Hlerce, I -I_ 0. IOU 5 IVIaI I I ZV 10 IVII I UK IIIUU511IU6, IM. I I IU A 9 Ga Vo.GG.<I cv i o raye I D:hBOi 1 Na41 piNcFzzOnxaS1 zajh4-ydbLHeSMRTNW P?F94cK_Nmbr5rt_Da_xoVpPTylOpm 5-3 14-No 21.0-0 26-11-7 32-10-14 34-11-4 39-3-5 43-10-14 -5-3 6-9-6 6-9-6 5-11-7 5-11-7 2-0-6 4-4-1 4-7-9 Scale = 1:78.9 5x6 = 3x4 = 5x6 = 3x4 II 5.00 12 6 24 7 8 9 3x4 3x4 5 23 10 3x6 � 3x4 II 11 3X4 \\ 4 3 22 v 18 25 17 26 16 27 15 14 28 13 29 30 12 3x4 = 5x6 WB= 3x8 = 4x4 = 3x6 = 6x8 = 4x6 = 34-11-4 { 10-9-14 10-2-2 5-11-7 7-11-13 0.4'0 8-7-10 Plate Offsets X -- 2:0-0-2 0-0-0 6:0-3-0 0-2-4 8:0-3-0 0-2-4 j LOADING (psf) I SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 f Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.29 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.56 16-18 >753 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.08 13 n/a n/ a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1718-21 >999 240 Weight: 276lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, BOT CHORD 4 SP M 30 except end verticals. WEBS 2 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. OTHERS 2 4 SP No.3 WEBS 1 Row at midpt 5-16, 7-16, 7-15, 8-15, 8-13 I REACTIONS. /size) 2=1620/0-8-0, 13=2462/0-8-0 ax Horz 2=505(LC 11) ax Uplift 2=-884(LC 12), 13=-1195(LC 12) ax Gram 2=1701(LC 17),13=2556(LC 19) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD-3=-3275/1498, 3-5=-2876/1331, 5-6= 1611/854, 6-7=-14241852, 7-8= 954/645, -9=-453/471, 9-10=-536/504, 10-11= 185/256 BOT CHORD 2-18=-1687/3170, 16-18=-1237/2367, 15-16— 340/1048, 13-15= 1981543, 12-13=-249/405 WEBS-18=-556/431, 5-18=-258/778, 5-16= 10931753, 7-16=-653/896, 7-15=-1152/963, -15=-1035/1648, 8-13=-1768/1306, 9-13=-253/329, 10-13=-465/649, 10-12=-559/286 NOTES- 1) Unbalanced r .of live loads have been considered for this design. 2) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=44ft; eave=51t; Cat. II; Exp C; Enc'., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-4-0, Interior(1) 2-4-0 to 21-0-0, Exterior(2) 21-0-0 to 39-4-6, Inte or(1) 39-4-6 to 43-9-2 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & 1,, W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeqt 1 ite drainage to prevent water ponding. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h 1 3 been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit betwee' ' the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 884 lb uplift at joint 2 and 1195 lb uplift I at joint 13. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Ve I ly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev. 1010312015 BEFORE USE. Design valid for only with t�FlTekV connectors. This design Is. based only upon parameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. lracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora ge. delivery, erection and bracing of trusses and truss systems, seeANSUMIr Qua►gyCrBedd, DSB-89 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety lntonnatl vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS T14905958 74995 CG Hip y 1 1 Job Reference (optional cnamoers i russ, 2H 2-0-0 I 21 2 o� r-orr riewe, rL 8-1-3 8-1-3 3x6 3x41� 4 3 5.00 12 3x4 i 22 5 ID:h80il Na41 piNcFzzOnxaS1 zajh4-Rp9jV_T_CnVN19gLdJrDw-81 UFBjjgl79SFNxvylOp t3-0-0 30-10-14 34.11-4 39-3-5 43-10-14 7-5-6 7-10-14 4-0 6 4-4-1 4-7-9 5x8 = 7x8 = 6 23 24 7 17 26 16 27 15 28 14 13 3x4 = 5x6 W B = 4x8 = 3x6 = 4x4 = 4x4 8 25 9 \ 9 12 29 6x8 = Scale = 1:78.9 30 11 4x6 = i I 11-9-14 23-0-0 30-10-14 34-11-4 35 -4 43-10-14 11-9-14 11.2-2 7-10-14 4-0-6 0.4-0 8-7-10 1 Plate Offsets X -- 2:0-3-0 0-1-8 6:0-5-0 0-2-4 7:0-5-12 0-2-8 12:0-3-8 0-3-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.41 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.72 17-20 >580 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.21 17-20 >999 240 Weight: 269lb FT=20% LUMBER- BRACING - TOP CHORD 2i 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc puriins, aOT CHORD Zx4 j SP M 30 except end verticals. WEBS 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 6-15, 7-15, 7-13, 8-13, 8-12 REACTIONS. lI /size) 2=1620/U-8-0,12=2462/0-8-0 ax Horz 2=536(LC 11) ax Uplift 2= 884(LC 12), 12=-1195(LC 12) ax Grav 2=1700(LC 17), 12=2507(LC 19) FORCES. (Ib) Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3205/1450, 3-5= 2778/1264, 5-6— 1376/765, 6-7=-1201/777, 7-8=-489/400, 18-9=522/513, 9-10= 186/253 BOT CHORD 17=-1634/3138, 15-17=-1126/2238, 13-15=-87/473, 12-13=-502/740, 11-12= 250/400 WEBS 3-17=-620/483, 5-17=-293/870, 5-15=-1195/798, 6-15= 103/273, 7-15=-953/1405, -13=-1294/1088, 8-13= 1058/1621, 8-12= 1919/1359, 9-12=-472/642, 9-11=-544/296 NOTES- 1) Unbalanced ry of live loads have been considered for this design. 2) Wind: ASCE 10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=44ft; eave=5ft Cat. 11; Exp C; Enc 1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-4-0, Intedor(1) 2-4-0 to 23-0-0, Exterior(2) 23-0-0 to 37-1-6, Intnor(1) 37-1-6 to 43-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 6AWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq elate drainage to prevent water ponding. 4) This truss habeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h 6 been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee I the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 884 lb uplift at joint 2 and 1195 lb uplift at joint 12. .III Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Vify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE Design vaild for u e only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, rot �' a truss system. Before building design. use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Is always reciulr tabrlcation, sTor JBraclng prevent for stability and to prevent collapse. with possible personal Injury and property damage. For general guidance regarding the ' e, delivery, erection and bracing of trusses and truss systems, seeANSVMII GuaBtyCittelb, DSB.89 and BCSI Building Component lT ek• 6904 Parke East Blvd. Safety lnformaNdnovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 1 �1 Job Truss Truss Type city Ply WILLIAMS T14905959 74995 CH Hip 1 1 Job Reference (optional) Chambers TrussInc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:23 2018 Page 1 ID:h80i 1 Na41 piNcFzzOnxaSlzajh4-v0i6iJTdzSdDfJPXB1 MSSBhBBeXkS6kHO6_wUMyl0pk -2-0-0 8-3-6 15-10-15 23-6-8 30-4-6 34-11-4 39-3-5 43-10-14 2-0-0 8-3-6 7-7-9 7-7-9 6-9-14 4-6-14 4-4-1 4-7-9 I Scale = 1:78.9 II 5x8 = 5x6 = 5.00 12 6 22 237 1 3x4 I 8 3x4 21 24 5 3x4 Q 3x6 i 9 43x4 \\ 40 0 3 I N I 20 2 eI 1 16 25 15 26 14 27 13 28 12 29 30 11 3x4 = 4x6 = 4x6 = 4x8 = 6x8 = 4x6 = 3x I I i i I 12-1-2 23-6-8 34-11-4 35 -4 43-10-14 -11 12-1-2 11-5-6 it-4-12 0-4-0 8-7-10 Plate Offsets X 2:0-3-0 0-1-8 6:0-4-0 0-1-13 7:0-3-0 0-2-4 LOADING (pst)' SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.39 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.80 16-19 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.08 12 n/a n/a DCDL 10.0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 16-19 >999 240 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, WT CHORD 4 SP M 30 except end verticals. WEBS 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. WEBS 1 Row at midpt 5-14, 6-14, 7-14 2 Rows at 1/3 pts 7-12 REACTIONS. b/size) 2=1620/0-8-0, 12=2462/0-8-0 A ax Horz 2=544(LC 11) lax Uplift 2=-884(LC 12), 12=-1195(LC 12) ax Grav 2=1706(LC 17), 12=2570(LC 19) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-3202/1448, 3-5— 2763/1255, 5-6=-1337/738, 6-7=-11621752, 7-8=-428/498, 18-9=-544/492, 9-1 0=-1 83/264 BOT CHORD I2-16=-1621/3141, 14-16=-1095/2223, 12-14=-120/506, 11-12= 247/415 WEBS 13-16=-637/492, 5-16=-315/880, 5-14=-12221831, 6-14= 82/270, 7-14=-845/1418, 7-12= 1804/1333, 8-12=-337/399, 9-12=-454/647, 9-11=-584/265 NOTES- I 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 'II 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1I h=22ft; B=45ft; L=44ft eave=5ft Cat. 11; Exp C; ErI I`, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-4-0, Interior(1) 2-4-0 to 23-6-8, Exterior(2) 23-6-8 - to 36-6-14, In erior(1) 36-6-14 to 43-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & AWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 3) Provide adeq ! ate drainage to prevent water pending. 4) This truss ha � been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) -This truss h i s 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 betwee the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mecl nical connection (by others) of truss to bearing plate capable of withstanding 884 lb uplift at joint 2 and 1195 lb uplift at joint 12. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 I ® wARNING - v Design valid to,, i I Iy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. se only with 6'ITe'� connectors. This design Is based only upon parameters shown, and Is tot an Individual budding component not Nil' a truss system. building design. fore use, the building designer must verify The applicability of design parameters and properly incorporate this design Into the overall 1. acing indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always mquir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storc ' e, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QualifyCr@eda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Intalmmorli affable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 I it Job Truss Truss Type Qty Ply WILLIAMS T14905960 74995 CJ Roof Special 1 1 Job Reference (optional) Chambers Truss, nc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:24 2018 Page 1 ID:hWi1 Na41 piNcFzzOnxaS1 zajh4-NCGUwfUFkOl4GT_klkth?PDMY2_eBbcQdmkTOoylOpj 1-4-14 -q-56 6-4-0 12-7-4 18-10-8 21-&6 28-3-4 $9-3-1p 37-2-14 0-5-8 4d1-2 E3d 6-34 2-9-14 6-6-14 -0-1 7-17-0 1-4-14 5x6 = Scale = 1:73.1 i 5x8 = ' 5.00 12 6 7 3x6 Z: 3x10 22 23 4x6 • 5 8 9 3x6 3x4 11 4 24 5X6 = 3 5x6 5x10 = 10 2 0 1 I ,1 rn 18 20 19 25 26 1 5X6 N 3x4 I I 4x4 = 17 16 15 13 12 11 3x4 II 3x4 = 3x8 = 3x6 = 6x8 = 3x4 = 3x4 = 1-4-14 - 6.1-0 12-7-4 18-10-8 21-8-6 26-3-4 2 -0 37-2-14 .14 4-11-2 6-3-4 63-4 2-9-14 6-6-14 0 8-7-10 td-14 Plate Offsets X 1:0-3-12 0-3-0 6:0-3-0,0-2-4 7:0-5-12 0-2-8 9:0-3-0 Ed e 10:0-3-0 0-1-12 11:Ed a 0-1-8 12:0-3-8 0-3-0 18:0-2-4 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.08 15-16 >999 360 MT20 244/190 1 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 15-16 >999 240 BCLL 0.01 Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.09 12-13 >999 240 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, BOT CHORD 4 SP M 30 *Except' except end verticals. 17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS A,4 SP No.3 *Except* 6-0-0 oc bracing: 12-13. 1 21: 2x6 SP No.2 WEBS 1 Row at midpt 5-15, 6-15, 7-15, 7-13, 8-13, 8-12, 10-12 REACTIONS. /size) 12=2184/0-8-0, 21=1141/0-5-8 ax Horz 21=489(LC 11) Ilax Uplift 12=-1068(LC 12), 21=-548(LC 12) 1 ax Grav 12=2184(LC 1), 21=1180(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21= 1170/53011-2— 985/566, 2-3=-1836/909, 3-5=-1836/1051, 5-6= 731/546, 6-7— 670/562, 7-8= 596/468, 8-10=-574/524, 10-11=-265/155 BOT CHORD 18-19=-523/1151, 3-18=-413/357, 15-16=-418/1146, 13-15=-65/523, 12-13=-456/705 WEBS 1-19=-655/1477, 2-19=-1091/557, 2-18=-292/724, 16-18=-423/1167, 5-18=-525/953, 5-15= 725/514, 7-15— 621/762, 7-13= 775/706, 8-13=-741/1126, 8-12=-1804/1371, 10-12=-458/737 NOTES - 11 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE ' 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Eric , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 1-4-14, Interior(1) 1-4-14 to 18-10-8, Exterior(2) 18-10-8 to 21 8-6, Intenor(1) 25-5-1 to 37-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members an i orces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 late 3) Provide adect drainage to prevent water ponding. 4) This truss ha ;been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 51 * This truss In been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joi t(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b ring surface. 7) Provide mec ` nical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint 12 and 548 lb uplift at joint 21. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Val Vy design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for e only with MiTeW connectors. This design Is lased only upon parameters shown, and Is for on Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storc be, delivery, erection and bracing of trusses and truss systems, seeANSUWII 9uaW Ci tedo, DSB-89 and SCSI BuDdIng Component 6904 Parke East Blvd. SC,Mtylntonna : navallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i i I � Job Truss Truss Type Qty Ply WILLIAMS � T74905961 74995 CK Roof Special 1 1 Job Reference (optional) chambers I russ, linc., t-ort t-lerce, rL a. IOU s Mar I I N I o IVII I UK uluUbu lub, II1, , I lu —y co vo- -<v 4— rage , I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-JaOELLW VGO?oW n76s9v94gJhmseHfTBj44Da4hylOph 3-11-11 20-11-728-11-4 33-3-5 37-10-14 6-11-12 6-11-12 7-11-13 4-4-1 4-7-9 5.00 12 5x6 = 7 17 16 15 13 12 3x6 = 6x8 = 4x6 = 3x10 = 28-11-4 Scale = 1:75.3 0-8-0 3-4-14 ' 2-11-2 ' 6-11-12 6-11-12 7-1 -13 0-4=0 8-7-10 Plate Offsets X 13:0-3-8 0-3-0 18:0-2-4 0-2-0 21:0-5-12 0-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 13-15 >999 240 MT20 244/190 TCDL 15.0 �k Lumber DOL 1.25 BC 0.49 Vert(CT) -0.16 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 269lb FT=20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced D 2) Wind: ASCE II; Exp C; En 20-11-7 to 24 MWFRS for i 3) Provide adeq 4) All plates are 5) This truss ha'. 6) . This truss In will fit betwee 7) Provide mect joint 21 and 1 BRACING - I. SP M 30 TOP CHORD I SP M 30 *Except' 0,4-17: 2x4 SP No.3 BOT CHORD I SP No.3 WEBS /size) 22=-570/0-8-0, 21=1785/0-8-0, 13=2170/0-8-0 tx Horz 22=491(LC 11) ix: Uplift 22=-681(LC 17), 21=-851(LC 12), 13— 1062(LC 12) txGrav 22=273(LC 9), 21=1900(LC 17), 13=2238(LC 19) fax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -22=-198/354, 3-4=-1650/877, 4-6=-1719/1029, 6-7=-658/506, 7-8=-658/494, -10= 529/500, 10-11= 193/270 1-22— 505/343, 2-21 =552/389, 18-19=-606/1429, 4-18= 401/345, 15-16� 356/1078, 3-15=470M8, 12-13=-259/422 9-21=-650/1524, 3-21 =-I 523/836, 3-19=-478/257, 3-1 8=-1 23/341, 16-18=-366/1079, -18=-481/849, 6-15= 784/568, 8-15=-765/1179, 8-13=-1658/1209, 10-13= 396/572, 0-1 2=595/306 Structural wood sheathing directly applied or 5-3-11 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at micipt 6-16, 6-15, 7-15, 8-15, 8-13 f live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=38ft; eave=5ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-0-14, Interior(1) 4-0-14 to 20-11-7, Exterior(2) 15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & ;tions shown; Lumber DOL=1.60 plate grip DOL=1.60 :e drainage to prevent water ponding. 4 MT20 unless otherwise indicated. sen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1e bottom chord and any other members, with BCDL = 10.Opsf. ical connection (by others) of truss to bearing plate capable of withstanding G61 lb uplift at joint 22, 851 lb uplift at 2 lb uplift at joint 13. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - V. design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for ,>Y only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. - acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always r.qulre for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, stor ' e, delivery, erection and bracing of trusses and truss systems, seeANS//IPII GualffyCdlerla, DSB-69 and SCSI Bulfdhlg Component 6904 Parke East Blvd. Safety Infonnath inovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab I Truss Truss Type Cary My VVILLIAIVIJ � T14905962 74995 CL Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:27 2018 Page 1 I D:h80i 1 Na41 piNcFzzOnxaS 1 zaj h4-nnycYh W 71 J7f7wiJOtROd 1 rsVG_W OvEtJky8d7ylOpg �nc., 8- 6-0-14 0- 13-11-11 20-11-7 28-11-4 33-3-5 37-10-14 -8- 5-4-14 0-11- 6-11-12 6-11-12 7-11-13 4-4-1 4-7-9 2 5x6 = 5.00 12 7 17 16 15 13 12 3x4 11 3x4 = 3x6 = 6x8 = 46 = 3x10 = Scale=1:75.3 8- 7-0-0 13-11-11 20-11-7 28-it-4 29 -4 37-10-14 8- 6-4-0 6-11-12 6-11-12 7-11-13 0-4-0 8-7-10 II Plate Offsets (X Y)-- (13:0-3-8 0-3-01 (18:0-4-8 0-2-4) f20:0-5-8 0-5-01 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 13-15 >999 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.49 Vert(CT) -0.17 16-17 >999 240 BCLL 0. Rep Stress Incr YES WB 0.77 Horz(CT) 0.02 13 n/a n/a 84'DL 10.� Code FBC2017/TP12014 Matrix -MS Weight: 275lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, BAT CHORD , 2x4 SP M 30 'Except' except end verticals. 2-19,4-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-20, 6-16, 6-15, 7-15, 8-15, 8-13 REACTIONS. (lb/size) 21=-521/0-8-0, 20=1735/0-8-0, 13=2171/0-8-0 Max Harz 21=487(LC 11) Max Uplift 21=-589(LC 17), 20=-868(LC 12), 13=-1061(LC 12) 1 Max Grav 21=284(LC 12), 20=1788(LC 17), 13=2238(LC 19) (I FORCES. -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21= 286/403, 3-4=-1617/866. 4-6=-1734/1023, 6-7=-655/505, 7-8=-655/494, 8-10=-529/500, 10-11=-193/270 BOT CHORD 20-21=-487/391, 2-20= 674/542, 4-18= 437/354, 15-16=-358/1079, 13-15=-470/718, 1 12-13=-259/422 WEBS 18-20= 758/1692, 3-20=-1734/895, 16-18= 364/1088, 6-18=-490/862, 6-15=-785/561, 1 8-15=-767/1180, 8-13=-1659/1210, 10-13=-396/572, 10-12=-595/306 NOTES- 1) Unbalanc4, roof live loads have been considered for this design. 2) Wind: ASOJE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=38ft; eave=5ft Cat. II; Exp C; 4cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-11-4, Interior(1) 3-11-4 to 20-11-7, Extefior(2) 20-11-7 to 4-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS 101 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adUlquate 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 trus Ihas 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 bet ben 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 589 lb uplift at joint 21, 868 fib uplift at joint 20 an 1061 fib uplift at joint 13. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNINGI ! Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design vaild or use only with TvillekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des n. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always re fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation,Jyora0e, delivery, erection and bracing of trusses and truss systems, seeANSUIP1i GualityCdleda, DS9-89 and SCSI BuOdtng Component 6904 Parke East Blvd. Safetv Informatlonavallable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply WILLIAMS � T14905963 74995 CM Roof Special 1 1 Job Reference (optional) Chambers Truss i nc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:29 2018 Page 1 I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-j94NzNYNZxONN EshYITsiSxCO3gysr_9m2R EhOylOpe 8- 7-0.0-0-114-63 20-11-7 28-5-2 26 1 -4 33-0-4 37-10-14 8- 6-4-0 -0-1 6-5-4 6-5-4 7-5-11 0-6- 4-1-0 4.10-10 5x6 = 5.00 12 6 16 15 14 12 11 3x12 = 3x6 &B = 4x6 = 3x10 = 28.11.4 -8- 7-0-0 -0-1 14-6-3 20011.7 28-5-2 28 37.10-14 -8- 6d-0 -0-1 6-5-4 6-5-4 7.5-11 0- 8-11-10 0-4-0 LOADING (ps I SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20. 1 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 12-14 >999 240 TCDL 15. J Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 15-16 >999 240 BCLL 0.)Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 12 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Scale=1:75.3 PLATES GRIP MT20 244/190 Weight: 281 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30'Except* except end verticals. 2-18,3-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 12-14,11-12. WEBS 1 Row at midpt 3-19, 4-15, 5-14, 6-14, 7-14, 7-12 REACTIONS. (lb/size) 20=-420/0-8-0, 19=1631/0-8-0, 12=2174/0-8-0 Max Harz 20=482(LC 11) Max Uplift 20_ 482(LC 17), 19= 806(LC 12), 12=-1062(LC 12) Max Grav 20=228(LC 9), 19=1654(LC 17), 12=2238(LC 19) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-288/366, 3-4=-1371l782, 4-5=-1061/649, 5-6=-651/511, 6-7=-650/494, 7-9= 526/497, 9-10=-198/275 BOT CHORD 19-20= 475/456, 2-19=-647/556, 3-17= 102/360, 14-15=-341/1033, 12-14= 470/718, 11-12=-271 /441 WEBS 17-19= 688/1511, 3-19— 1536/835, 4-15= 694/428, 5-15=-144/365, 5-14=-768/552, 7-14=-769/1173, 9-12= 394/567, 9-11=-6131320, 7-12= 1654/1207, 15-17=-661/1560 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS € 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fh B=45ft; L=38fh eave=5fh Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-11-4, Interior(1) 3-11-4 to 20-11-7, Exterior(2) 20-11-7 to114-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS f � reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All plates a 3x4 MT20 unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This trus 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 bet een the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 20, 806 lb uplift at joint 19 and 1062 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: August 23,2018 ® WARNING,I Verify design parameters and READ NOTES ON THIS AND INCLUDED M/FEKREFERANCE PAGE 111II.7473 rev. 1010312016 BEFORE USE. Design vaild or use only with MITekV connectors. This design Is based only Upon parameters shown, and is for an Individual building component, not a truss syster�ff� Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dell n. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always revired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcation storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP/r CualOyC1Oe11o, DSO•89 and BCSI Butldhlg Component 6904 Parke East Blvd. Saty feIntor(poAbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905964 74995 CN Roof Special 1 1 Job Reference o tional Chambers Trus ;I Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:30 2018 Page 1 ID:h80i1 Na41 piNCFzzonxaS1 zajh4-CMelAjZOKEW E?ORt5?_5EgTSnTycbEQJ?iBoDSylOpd 10 7-0-0 10-0-14 15.6-3 20-11-7 26-6-1 32-0-12 35-4-13 37-10-14 3-0-14 5-5-45-6-10 3-4-2 2-6-1 ' II 5x6 = Scale=1:76.5 6 o0 F12 24 5 25 7 8x12 2 1 45 = 5x12 = 3 6 3x6 I 23 26 27 1 28 29 9 10 11 n o 30 22 21 20 19 6x8 = 7x14 = 16 17 16 14 T v c9b 13 12 4x10 = 4x6 6x8 = 3x8 = 37•10-14 10-0-14 20-11-7 26-6-1 35-4-13 35 1 -8 -8- 6-4-0 3-0.14 10-10-9 5-6-t0 8-10-12 0- - 02-0-6 Plate Offsets Y -- 1:0-1-14 0-0-0 1:0-7-4 0-3-4 13:0-3-8 0-3-0 19:0-2-12 0-2-12 I LOADING (ps j SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.43 16-17 >975 360 MT20 244/190 j TCDL 15. Lumber DOL 1.25 BC 0.73 Vert(CT) -0.74 16-17 >558 240 BCLL 0.? ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.04 13 n/a n/a BCDL 10. Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.09 16-17 >999 240 Weight: 295lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, QOT CHORD 20 SP M 30 'Except' except end verticals. 2-20,3-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS j 20 SP No.3 WEBS 1 Row at midpt 3-21, 5-16, 6-16, 7-16, 7-14, 8-13 REACTIONS. (lb/size) 22= 551/0-8-0, 21=2172/0-8-0, 13=1765/0-11-5 Max Horz 22=479(LC 11) Max Uplift 22=-692(LC 17), 21= 1029(LC 12), 13=-862(LC 12) Max Grav 22=260(LC 9), 21=2293(LC 14 13=1895(LC 19) I FORCES. (it Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD'i 3-4=-1674/1054, 4-5=-1853/1225, 5-6=-1436/1033, 6-7=-1411/1006, 7-8=-1424/897 BOT CHORD21-22=-485/498, 2-21= 773/510, 3-19= 288/669, 16-17=-845/1606, 14-16= 637/1273, 13-14= 421l762 WEBS 19-21=-1028/1832, 3-21=-2028/1260, 17-19=-1034/2121, 4-19=-228/256, 4-17=-1069l753, 5-17=-173/298, 5-16=-585/463, 6-16=-464/755, 7-14=-442/314, 8-14= 336/819, 8-1 3=-1 582/845, 2-22= 250/436, 10-13=-220/380 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=38fh eave=5ft; Cat. II; Exp C; E ncl., GCpi=-0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-8-0, Interior(1) 4-8-0 to 20-11-7, Exterior(2) 20-11-7 to 4-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS f { reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a e'quate drainage to prevent water ponding. 4) All plates e 3x4 MT20 unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus 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 bet,?en the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 22, 1029 lb uplift at joint 21 an, 862 lb uplift at joint 13. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING!I Design validlf Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. or use only with M11 k8 connectors. fits design Is based only upon parameters shown, and Is for cm Individual building component, not �, a truss syste building de . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ?n. prevent damage. For the j Is always r fabrication, "trod for stability and to prevent collapse with possible personal Injury and property general guidance regarding orage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CuoIIIyCrlleda, DSB-09 and BCSI BuOd/ng Component 6904 Parke East Blvd. SofofyInfolmoRonovailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WILLIAMS T14905965 74995 CO Roof Special 1 1 Job Reference (optional) cnamoers I Inc., ron vierce, r-L a.... —1.1 I,,.. -..y -- . -'- I D:h80j 1 Na41 pi NCFzzonxaSI zajh4-8klVbOaGssmyEibGDQOZK5ZnFHb63A1 cTOgulKylOpb z 4-o s 11-3 11-s 6 t� -15 zo-17a 28-7-5 363-4 7-1' 8- 1-8-0 4-&8 4&8 7-7-15 7-7-15 1-7-10 5X6 = 7 Scale = 1:76.5 Sx6 = 5x6 = V8� 4X5 8 3x4 II 2 3 3x4 = 3x6 1 2 24 9 3\4 I 3X5 10 I 11 i I r' 22 27 28 29 17 30 1531 ,7 0 0 lox cA 20 19 18 16 14 13 12 3x4 II 4X8 = 48 = 4x6 = 3X8 = 3x6 = 44 = 3x6 II 3x4 i 37-10-14 Q-B-q 2-4-0 11-6-6 20-17-7 28-7-5 i 36-3.4 3&7,-4 d 2 1-8-o 9-2.6 9-5-1 7-7-15 7-7.15 0�4b 1-3-10 Plate Offsets ( .Yl-- 13:0-3-0.0-2-41.f22:Edae.0-3-81 LOADING TCLL TCDL BCLL FsCDL LUMBER - TOP CHORD 2;OT CHORD WEBS REACTIONS.I FORCES. TOP CHC I BOT CHC WEBS SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 2x4 SP M 30 2x4 SP M 30 'Except' 2-20: 2x4 SP No.3 2x4 SP No.3 CSI. TC 0.46 BC 0.85 W B 0.80 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORE in (loc) I/dell Ud -0.23 16-18 >999 360 -0.4316-18 >999 240 0.04 13 n/a n/a 0.11 16-18 >999 240 BOT CHORD WEBS (lb/size) 22=162310-8-0, 13=176210-8-0 Max Harz 22=480(LC 11) Max Uplift 22=-784(LC 12), 13=-861(LC 12) Max Grav 22=1690(LC 20), 13=1770(LC 18) I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-284/241, 2-3=-439/348, 3-4=-628/509, 4-5=-1903/1209, 5-6=-2116/1390, 6-7=-1573/1131, 7-8=-1592/1080, 8-1 0=-1 578/934, 1-22= 506/338 21-22— 528/540, 2-21=-800/1498, 18-19— 775/1420, 16-18=-928/1745, 14-16=-751/1381 19-21=-744/1516, 3-21=-1027/911, 3-19=-658/853, 4-19= 1465/865, 4-18=-487/1088, 5-18=-1009/751, 6-18=-310/527, 6-16= 689/498, 7-16=-472/807, 8-14=-634/467, 10-14=-791/1553, 10-13= 1721/1218, 2-22=-1199/666 PLATES GRIP MT20 244/190 Weight: 293 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at micipt 4-19, 5-18, 6-16, 7-16, 8-16, 10-14 NOTES- 1) Unbalance 1 roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fh B=45f; L=38ft eave=5fh Cat. II; Exp C; c1., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-8, Interior(1) 6-1-8 to 20-11-7, Extefior(2) 20-11-7 to 4-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS f f reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide alien quate drainage to prevent water ponding. 4) This trussas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truhas 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 bet the bottom chord and any other members, with BCDL=10,0psf, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 784 lb uplift at joint 22 and 861 lb uplift at joint 13. �1 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 & WARNING! Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010372015 BEFORE USE Design valid�I((or use only with MITek0 connectors. This design Is based only upon patameters shown, and Is for an Individual building component, not a truss systerjj. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building de n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always regq64uked for stabilitydelivery, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallo,Safefyfnfortnarffonavailable te' DSB�9 and BCSf Bu®ding Component Blvd. from Truss Plate Institute, 218 Nam. Lee Street, Suite 312. exanaa VVA 231 a Tampa, FL 33610 I Job Truss Truss Type Qty Ply WILLIAMS � T14905966 74995 CP Roof Special 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:22:33 2018 Page 1 I D: h80i 1 Na41 pi NcFzzOnxaS1 zajh4-cxJupkbud9upsrASn7Xosl5y5g25oal IhgPSgnylOpa 8- 8-5-14 14-8-11 20-11-7 28-7-5 36-3-4 7-10-1 8- 7-9-14 6-2-12 6-2-12 7-7-15 7-7-15 1-7-10 5x6 = Scale = 1:76.5 5.00 12 5 3x4 22 23 7x8 = 4 3x4 3x6 � 3x6 I I 6 _ 3x6 11 5x12 7 I 3x4 I I 1 2 24 3X5 21 8 9 7 25 26 op o 1327 o 20 v o 19 C, 3x6 18 17 15 14 12 11 10 3x4 I I 4x4 = 3x6 = 3x4 = 3x8 = 3x6 = 3x5 = 3x6 11 3X4 11 8- 8-5-14 14-8-11 20-11-7 28-7-5 363-4 7-10-1 8- MEN 6-2-12 6-2-12 7-7-15 7-7-15 1-7-10 Plate Offsets Y -- 19:0-5-8 0-5-4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.11 12-14 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.42 Vert(CT) -0.20 12-14 >999 240 BCLL 0., Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 11 n/a n/a BCDL 10A Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 15 >999 240 Weight: 271lb FT=20% LUMBER- II BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, BOT CHORD i�2x4 SP M 30 *Except* except end Verticals. 2-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS i 2x4 SP No.3 WEBS 1 Row at midpt 17-19, 3-19, 3-15, 4-14, 6-14, 8-12 REACTIONS. (lb/size) 20=561/0-8-0, 19=2224/0-8-0, 11=1721/0-7-15 Max Harz 20=482(LC 11) Max Uplift 20= 615(LC 17), 19=-1124(LC 12), 11=-840(LC 12) Max Grav 20=320(LC 12), 19=2256(LC 17), 11=1721(LC 1) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20= 470/544, 3-4=-1815/1160, 4-5=-147511073, 5-6— 1466/1033, 6-8=-1502/900 BOT CHORD 19-20= 487/483, 2-19=-895/802, 15-17=-906/1714, 14-15=-900/1726, 12-14= 715/1319 WEBS 17-19= 981/1836, 3-19= 1771/1143, 3-17= 512/433, 4-14=-664/419, 5-14= 405/691, 6-12=-600/447, 8-12=-749/1481, 8-11= 1663/1178 NOTES- 1) Unbalancle roof live loads have been considered for this design. 2) Wind: AS7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft;, B=45ft L=38ft; eave=5ft; Cat. II; Exp C;CI., GCpt=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-11-4, Interior(1) 3-11-4 to 20-11-7, Exterior(2) 20-11-7 t4-8-15 zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces & MW FRS reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide auate drainage to prevent water ponding. 4) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truas 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 beten the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide m( hanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 20, 1124 lb uplift at joint 19 an, 840 lb uplift at joint 11. Walter P. Finn PE No.22839 MiTek USA, Inc. FL CartSOU 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARMING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I-7473 rev. 1010312015 BEFORE USE. Design valld , r use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot PBefore a truss syste building desibn. use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always re Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, torage, delivery, erection and bracing of trusses and truss systems, seeANSWII CuafllyCdterfa, DSB-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safety fnfic f4aflbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WILLIAMS T14905967 74995 CO Roof Special 1 1 Job Reference (optional) GnamDers I rus I Inc., tart Merae, r-L o. i aN""'O'•J, „2' _"M_." ,v-0- ID:h8bi1 Na41piaFzzoiSvzoh4YnRX59ruYaGxjAD29uzfylOpY 8- 7-6-6 14-2-15 20-11.7 2%6-1 36-4-4 -8- 6-10-6 6-8-8 6-8-8 7-6-11 7-10-3 Plate Offsets LOADING (ps TCLL 20. TCDL 15. BCLL 0 BCDL 10. LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. TOP CHO BOT CHO WEBS I I 3 s one 5x6 = 5 15 14 3x4 = 10 9 3x4 I 4x10 — 4x6 = 5x6 W6= 4x8 — 3x6 II SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.54 10-12 >784 360 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.85 10-12 >502 240 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.02 9 n/a n/a Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.09 12-14 >999 240 BRACING - Scale = 1:70.8 PLATES GRIP MT20 244/190 Weight: 250 lb FT = 20% 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc pudins, 2x4 SP M 30 'Except' except end verticals. 2-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 SP No.3 *Except* WEBS 1 Row at midpt 14-16, 3-16, 4-14, 4-12, 5-12, 5-10, 8-9, 5-10: 2x4 SP M 30 2x4 SP No.3 (Ib/size) 17=-483/0-8-0, 16=2146/0-8-0, 9=1583/Mechanical Max Harz 17=505(LC11) Max Uplift 17=-560(LC 17), 16= 1067(LC 12), 9= 774(LC 12) Max Grav 17=287(LC 9), 16=2250(LC 17), 9=1627(LC 18) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-17=-369/432, 3-4= 1870/1204, 4-5= 1796/1217, 5-6= 1635/1152, 6-8=-1567/908, 8-9=-1597/953 16-17— 511/449, 2-16=-743/664, 12-14=-962/1821, 10-12=-712/1379 14-16— 999/1888, 3-16= 1796/1115, 3-14— 488/420, 4-12= 489/450, 5-12— 383/935, 5-1 0=-1 85/279, 6-10=-639/580, 8-10= 784/1562 NOTES11 - 1) Unbalanc roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft Cat. II; Exp C; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-6, Interior(1) 3-9-6 to 20-11-7, Extehor(2) 20-11-7 to 4-7-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactio shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t 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 bet e'en the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to gi ider(s) for truss to truss connections. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 17, 1067 lb uplift at joint 16 an 774 lb uplift at joint 9. 8-10 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 A WARNIN Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/20f5 BEFORE USE. Design vall a truss syste building deign. Is always re fabrlcatlon, Safety IntoI II or Use only with MITekV connectors. This design is based only upon parameters shown, and is for on individual bu9ding component, not . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing plred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the torage, delivery, erection and bracing of trusses and truss systems, seeANSWIl QualByCAlleda, DS&89 and SCSI Building Component aflonarallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �v MiTek" 6904 Parke East Blvd. Tampa, FL 33610 174995 i Char 3 I I 3 I Truss Type T14905968 CR Roof Special 1� 1 Job Reference (optional) Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:36 2018 Page 1 ID:h80i1 Na41 piNcFzzOnxaS1 zajh4-OW?ORmdmv4GNjJu1 SG5VUxjO1 u4_?xW BNee6R6yI0p) 8- 5-6-6 13-2-15 20-11-7 28-6-1 36-4-4 8- 4-10-6 7-8-8 7-8-8 7-6-11 7-10-3 5x6 = 5.00 12 6 17 16 14 13 11 10 3x4 I 4x4 = 3x6 = 3x4 = 3x8 = 3x5 = 3x6 II 3x6 = 5-6-6 13-2-15 20-11-7 28-6-1 36-4-4 r_�n_a 7_A_A 7-A-A 7-6-11 7-.10-3 Plate Offsets (�Y)-- f 18.0-5-8 0-1-81 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20. Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 13-14 >999 360 TCDL 15. Lumber DOL 1.25 BC 0.41 Vert(CT) -0.21 13-14 >999 240 BCLL 0. Rep Stress Incr YES WB 0.96 Horz(CT) 0.02 10 n/a n/a BEDL 10., Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 13-14 >999 240 LUMBER- I BRACING- Scale - 1:75.4 PLATES GRIP MT20 244/190 Weight: 247lb FT = 20% TOP CHORD '2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins, BOT CHORD I�Lx4 SP M 30 'Except' except end verticals. 2-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 7-13, 9-10, 9-11 i REACTIONS. (lb/size) 19=-360/0-8-0, 18=2021/0-8-0, 10=1585/Mechanical Max Harz 19=509(LC 11) Max Uplift 19=-405(LC 17), 18=-976(LC 12), 10= 776(LC 12) Max Grav 19=181(LC 9), 18=2026(LC 17), 10=1585(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19— 1801250, 3-5=-1866/1180, 5-6=-1478/1075, 6-7=-1459/1048, 7-9= 1487/915, 9-10= 1516/957 BOT CHORD 18-19� 504/373, 2-18— 467/391, 14-16=-801/1414, 13-14= 992/1786, 11-13= 772/1317 WEBS 16-18— 949/1678, 3-18=1540/1025, 3-16=-817/574, 3-14=-226/440, 5-13=-662/453, 6-13= 393/662, 7-11— 610/484, 9-11=-788/1474 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; �ncl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-9-6, Intedor(1) 3-9-6 to 20-11-7, Extedor(2) 20-11-7 to 4-7-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactio � shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trus Ihas 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 betW en the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to gi er(s) for truss to truss connections. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 19, 976 lb uplift at joint 18 an 776 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNINGI Verify design parameters and READ NOTES ON THIS AND INCLUDED MlfEK REFERANCE PAGE M11-7473 rev. 10/03/201S BEFORE USE. , Design Valld or use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component hot Nil'I a truss syste building de Before usethe building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Bracing indicated is to MiTek* Is always r fabrication, n. prevent [red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the orage, delivery, erection and bracing of trusses and truss systems, seeANSUlpll GualByCtBeda, DSB-89 and BCS/ Bugding Component 6904 Parke East Blvd. SaletylnformaHonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply WILLIAMS � T14905969 74995 I CS Roof Special 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:37 2018 Page 1 ID:h80i 1 Na41 piNcFzzonxaS1 zajh4-UiZOe6ePg00EKTTEOzckl8GZgIO_kRaLcl NfzYylOpW 3-5-8 9-3-3 15-0-14 20-10-9 26-5-3 36-3-6 2-10-6 5-9-11 5-9-11 5-9-11 7.6-11 7-10-3 I 5x6 = Scale=1:70.8 • 5.00 12 7 21 3x6 3x6 6 8 9 5 4 23 4x6 Sx8 = 5x12 = 10 I 1 2 24 25 16 526 27;22 m 20 9 ur o m m a I I 18 17 14 12 11 4x8 = 4x6 3x8 = 3x6 = 3x5 = 3x6 11 7 3-5-8 11-7-2 20-10-9 28-53 36-3-6 74 2-10.6 8-1-9 9-3-7 7-6-11 7-10-3 1 Plate Offsets Y -- 19:0-5-8 0-1-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.20 14-16 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.55 Vert(CT) -0.37 14-16 >999 240 BCLL 0. Rep Stress Incr YES WB 0.78 Horz(CT) 0.02 11 n1a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 14-16 >999 240 Weight: 249lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, BOT CHORD 1 :2x4 SP M 30 'Except' except end verticals. 2-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 6-14, 7-14, 9-14, 10-11, 10-12 I REACTIONS. (lb/size) 20=-412/0-7-2, 19=2065/0-7-2, 11=1585/Mechanical Max Horz 20=514(LC 11) Max Uplift 20=-495(LC 17), 19= 1012(LC 12), 11=--776(LC 12) Max Grav 20=215(LC 12), 19=2220(LC 17), 11=1608(LC 18) FORCES. (it Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1318/862, 4-6=-1909/1247, 6-7=-1497/1087, 7-9=-1498/1048, 9-10=-1521/918, 10-11 _ 1547/956 BOT CHORD 19-20=-526/331, 2-19=-373/287, 16-17=-973/1831, 14-16— 931/1736, 12-14= 772/1353 WEBS j 17-19=-851/1655, 3-19= 1381/866, 3-17=-294/277, 4-17=1133/618, 6-16=-140/330, 6-14=-642/439, 7-14=-430l728, 9-12=-615/483, 10-12=-789/1516 I j NOTES- 1) Unbalancel roof live loads have been considered for this design. 2) Wind: ASC� 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; �cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-5-8, Interior(1) 3-5-8 to 20-10-9, Exterior(2) 20-10-9 to 4-6-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactio shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All platese 3x4 MT20 unless otherwise indicated. 5) This truss 11 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus Jhas 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 bet een the bottom chord and any other members, with BCDL = IO.Opsf. 7) Refer to gifl� I'er(s) for truss to truss connections. 8) Provide mhanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 20, 1012 lb uplift at joint 19 an776 lb uplift at joint 11. ® WARNINdi Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid or use only with MITekS connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss systor 1. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des On. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing fI always re [red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, �orage, delivery, erection and bracing of trusses and truss systems, seeANSI/Ip1► CuaiByCiftrid, DSB-89 and BCSI Building Component Safety Info allon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply WILLIAMS t T14905970 74995 D Hip � 1 1 Job Refe re nce(op tional cnamoers I rus%i Inc., r-on t-ierce, t-L I D:h80i 1 Na41 pi NcFzzonxaS 1 zajh4-R5g93ogfC?eyamdc7OeC6ZLyO5y 23-0-0 28-4-0 ?9-4-9 32-0-0 4-2-2 ' 7-0-0 11-0-0 6-0-0 Scale = 1:60.0 r 4x6 = 7x8 = 3x4 = 4x6 = 5.00 12 4 25 26 5 6 27 28 7 2x3 3 8 6x8 C 9 24 29 10 2 15 14 13 11Ia i Bx10 = o o 17 16 5x8 — 4x8 � 12 3x8 = 5x6 42.00 12 5x6 \\ 3x5 = I I i6 = j Sx12 = i 1 9-0-0 16-0.0 7-0- 23-0-0 29.4-0 32.0.0 9-0-0 7-0-0 1-0-a 6-0-0 6-4-0 2-8-0 Plate Offsets Y -- 2:0-0-6 0-0-0 8:0-2-0 0-2-0 12:0-3-4 0-2-0 16:0-3-4 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.34 14-15 >999 360 MT20 244/190 TCDL 15, Lumber DOL 1.25 BC 0.99 Vert(CT) -0.77 14-15 >496 240 BCLL 0- Rep Stress Incr YES WB 0.88 Horz(CT) 0.35 10 n/a n/a l3CDL 10.i Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.46 14-15 >842 240 Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 8-14 5-15,9-13: 2x4 SP M 30 REACTIONS. (lb/size) 2=1584/0-8-0, 10=1584/0-8-0 Max Horz 2=153(LC 11) Max Uplift 2= 865(LC 12), 10= 865(LC 12) FORCES. (I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-3090/1970, 3-4=-2727/1706, 4-5� 2489/1659, 5-6=-4077/2553, 6-7=-3409/2172, 7-8=-3606/2208, 8-9=-7620/4571, 9-10=-3145/1920 BOT CHORD i 2-17= 1661/2817, 16-17=-1704/3077, 15-16= 2283/4131, 14-15=-2233/4066, 13-14= 3429/5688,8-13=-1170/2223,12-13= 1913/3306,10-12=-1654/2829 WEBS 3-17= 407/402, 4-17=-299/664, 5-17=-778/509, 5-16=-2792/1596, 5-15=-1569/2917, 6-14= 859/548, 7-14=-494/975, 9-12=-2095/1225, 8-14=-2433/1658, 9-13=-2615/4479 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; gpcl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-1-12, Interior(1) 1-1-12 to 9-0-0, Extedor(2) 9-0-0 to 27-5-11 'Interior(1) 27-5-11 to 34-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members q nd forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad6quate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus 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 bet een the bottom chord and any other members. 6) Provide m Ichanical connect -ion (by others) of truss to bearing plate capable of withstanding 865 lb uplift at joint 2 and 865 lb, uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNIN I Venfy design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design Vail or Use only with Miiek� connectors. This design is based only upon patameters shown, and is for on Individual building component, not • a truss systa ' . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de gn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' Is always r uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, orage, dellvery, erection and bracing of trusses and truss systems, seeANSUIpI► OualBy Ctlleda, DSB-89 and SCSI BUMV Component 6904 Parke East Blvd. Safety InfoAaHon3vallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 74995 II ID1 Chambers Trus ,;I Inc., Fort 2-0-0 5-9-14 I • I 5.00 F12 3x4 G 3 26 25 2 of 18 a F = 2x3 11 Truss Type Oty Ply WILLIAMS Hip 1 1 Job Reference (optional) 8.130 s Mar 112018 MiTek Industries, I D:h80i 1 Na41 piNcFzzonxaS1 zaj h4-vHEXH7hHzJn 11-0-0 16-0-0 17-0-Q 21-0-0 28-4-0 5-2-2 5-0-0 11-0-0 4-0-0 7-4-0 2x3 11 4x8 = 6x8 = 4x8 = 4 P7 5 28 6 29 30 7 15 14 10x10 = 17 16 5x6 = 3x4 = 6x8 /A2.00 12 31 T14905971 123 08:22:40 2018 Page 1 enu7TVl nxnNnlGcKatylOpT 32-0.0 34.0) 0 2-8- 202 00 8 6x8 9 32 10 13 4x10 \\ 12 5x6 \\ 3x5 = 5x12 = 5-9-14 11-0-0 16-0-0 7-0- 21-0-0 28-4-0 9-4- 32-0-0 5-9-14 1110 5-0-0 1-0-0 4-0-0 7.4-0 1-0-0 2-8-0 j Plate Offsets Y -- 4:0-5-4 0-2-0 5:0-3-8 0-1-12 7:0-5-4 0-2-4 8:0-7-4 0-2-0 12:0-3-4 0-2-0 15:0-5-4 Ed a 16:0-4-12 0-1-8 Scale =1:60.0 LOADING (ps ) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.33 13-14 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.99 Vert(CT) -0.81 13-14 >472 240 BCLL 0.4 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.36 10 n/a n/a BGDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.45 13-14 >853 240 Weight: 176lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 or bracing. WEBS 2x4 SP No.3 'Except` WEBS 1 Row at midpt 5-16, 8-14 9-13: 2x4 SP M 30 REACTIONS., (lb/size) 2=1584/0-8-0, 10=1584/0-8-0 Max Horz 2=180(LC 11) Max Uplift 2=-865(LC 12), 10— 865(LC 12) FORCES. (It Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3098/188913-4=-2494/1595, 4-5=-2501/1694, 5-6=-3091/1996, 6-7=-3092/1996, 7-8=-3189/1944, 8-9= 7652/4481, 9-10=-3133/1869 BOT CHORD 2-18= 1580/2799, 17-18= 1580/2799, 16-17=-1150/2242, 15-16— 1771/3327, 14-15= 1538/2907, 13-14= 3522/5849, 8-13=-1010/2140, 12-13=-1836/3281, 10-12=-1603/2814 WEBS 3-17=-649/480, 4-17=-166/418, 4-16=-285/469, 5-16=-2448/1423, 5-15=-1152/2215, 7-15=-254/400, 7-14=-269/641, 8-14= 2995/2013, 9-12=-2066/1152, 9-13=-2591/4536 j NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=32ft eave=4ft Cat. II; Exp C; EIncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-1-12, Interior(1) 1-1-12 to 11-0-0, Extedor(2) 11-0-0 to 2-6-5, Interior(1) 25-6-5 to 34-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members d 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 trussas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This trus 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 bet een the bottom chord and any other members. 6) Provide ml lchanical connection (by others) of truss to bearing plate capable of withstanding 865 lb uplift at joint 2 and 865 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE Design valid or use only 'ITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysle . Before use, the butlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desfin. &acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always re Ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, forage, delivery, erecilon and bracing of trusses and truss systems, seeANSI/IPII Qualify Crtledd, DS8-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safoty Infonl allonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type wry My VVILLIAIVIJ T74905972 74995 D2 Hip � 1 1 Job Reference (optional) Chambers Truss ,Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:22:41 2018 Page 1 I D:hBOi 1 Na41 piNcFzzOnxaS1 zajh4-NTovUThvkdugp4n?FphgB_Qlpve8gCTwXwLt6JylOpS 2-0-0 6-9-14 13-0-0 16-0-0 7-0- 19-0-0 23-8-0 28-4-0 9-4- 32-0-0 34-0-0 2-0-0 !' 6-9-14 6-2-2 3-0-0 -0-0 2-0-0 4-8-0 4-8-0 0-0 2-8-0 2-0-0 Scale =1:61.0 I • 5.00 12 6x10 = 4x8 = 5 29 30 6 3x4 5x8 % 3x6 Q 28 7 34 8 9 6x8 m 10 27 31Ell n 11 ot 17 16 15 14 I 126 18 12.6Plf 4x4 = 3x10 � 20 19 13 Sx6 // 3x4 = 5x6 \\ 3x5 = I I 3x5 = 2x3 11 3x4 = 5x12 = i i I 6-9-14 13-0-0 16-0-0 17-0-Q 19-0-0 , 23-8-0 28-4.0 29-4-Q 32-0.0 6-9-14 6-2-2 3-0-0 1-0- 2-0-04-8-0 i-0-0' 2-8-0 Plate Offsets Y -- 4:0-0-0 0-1-12 4:0-2-0 0-3-0 5:0-7-12 0-2-8 6:0-5-4 0-2-0 9:0-2-8 0-1-8 13:0-3-4 0-2-0 18:0-2-8 Ed e LOADING (ps ,a SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.28 15 >999 360 MT20 244/190 TCDL 15.. Lumber DOL 1.25 BC 0.98 Vert(CT) -0.63 14-15 >612 240 BCLL 0. Rep Stress [nor YES WB 0.98 Horz(CT) 0.31 11 n/a n/a BCDL 10. Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.37 15 >999 240 Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. B4OT CHORD 12x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS '2x4 SP No.3 `Except` 10-14: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1584/0-8-0, 11=1584/0-8-0 Max Horz 2=208(LC 11) Max Uplift 2=-865(LC 12), 11=-865(LC 12) FORCES. (I -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3= 3049/1820, 3-5=-2286/1468, 5-6— 2482/1656, 6-7=-2745/1737, 7-9=-3906/2380, 9-10= 7617/4395, 10-11= 3147/1858 BOT CHORD 2-20= 1505/2745, 19-20— 1505/2745, 18-19= 996/2036, 17-18= 900/1861, 16-17= 1271/2492, 15-16=-2012(3593, 14-15= 3194/5662, 9-14=-1210/2239, 13-14=-1863/3312, 11-13=-1600/2832 WEBS 3-20=0/283, 3-19=-814/565, 5-19= 183/440, 5-18=1339/667, 5-17=-854/1634, 6-16� 374/690, 7-16=-1253/839, 10-13=-2103/1209, 7-15=-277/645, 9-15=-2133/1219, 10-14=-2492/4471 NOTES- 1) Unbalance., roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=32ft; eave=4ft; Cat. ll; Exp C; ' cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-1-12, Interior(1) 1-1-12 to 13-0-0, Exterior(2) 13-0-0 to 2 -9-12, Interior(1) 23-9-12 to 34-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members nd forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad `quate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This trusglIhas been designed for a Jive 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 betyvJlgen the bottom chord and any other members. 6) Provide m 'chanical connection (by others) of truss to bearing plate capable of withstanding 865 lb uplift at joint 2 and 865 lb uplift at joint 11. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid or Use only %A4h f✓dTekD connectors. This design Is based only upon parameters shown, and is for on individual bUkding component riot, a Truss sysTe . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always rec 01red for stablitty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom :forage, delivery, erection and bracing of trusses and truss systems, seeANS► MIl QualityCrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nforrllaRomvallabie from Truss Plate Institute. 218 N. Lee Street- Suite 312, Alexandria: VA 22314. Tampa, FL 33610 i Job Truss Truss Type Qty, Ply WILLIAMS T14905973 74995 D3 Hip 1 1 j Job Reference (optional) unamoeis i I i i I rVn rieice, r�-- 7 s 14 is-o-o ID:h80il Na4lpiNcFzzonxaSlzajh4-Jswfv9j9GE9O2OwNMEj8GPWdFiLC86gD_Dq_BCyIOpQ 17-0-0 1s-ao zz-&o 28.4-0 ,29-4-0 32-0-0 7-9-14 7.2-z 1-0-01-" se-o 5-8-0 /-o-o z-e-o Scale=1:58.5 5.00 12 4x10 = 5x6 = 5 6 3x6 26 3x4 25 7 3x6 3x4 4 3 8 r 9 6x8 27 10 24 T 11 .- 15 14 13 ja 6x12 = 16 4x5 = 0 3x10 __ 12 17 Sx6 \� = 2x3 I 12.00 12 3x5 = 5x12 = 6x10 MT18HS // 17-0.0 Fiaie UITseis Y -- b:U-b-IZ V-Z-V b:U-J-U U-Z-4 J:U-L-9 a-r-o IL:V-J-4 V-L V V. V-O-O V Y LOADING (psf I SPACING- 2-0-0 CS1. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.30 13-14 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.95 Vert(CT) -0.68 13-14 >565 240 MT18HS 244/190 BCLL O.g ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.33 11 n/a n/a 6- 10. Code FBC2017/TPI2014 Matrix MS Wind(LL) 0.42 13-14 >909 240 Weight: 1701b FT=20% LUMBER- I BRACING - TOP CHORD !2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. ROT CHORD x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. -12: 2x4 SP M 31 WEBS 1 Row at midpt 3-16, 9-14 WEBS x4 SP No.3 *Except' 10-13: 2x4 SP M 30 REACTIONS. 1 (Ib/size) 2=1589/0-8-0, 11=1435/0-8-0 Max Harz 2=234(LC 11) Max Uplift 2=-871(LC 12), 11=-693(LC 12) FORCES. (Ib), -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3007/1733, 3-5= 2030/1293, 5-6=-2162/1464, 6-7=-2432/1529, 7-9= 3652/2135, 9-10= 7781/4501, 10-11= 3295/1976 BOT CHORD 2-17=-1509/2699, 16-17= 1509/2699, 15-16= 1113/2209, 14-15= 1801/3348, 13-14=-3282/5811, 9-13=-1283/2297, 12-13= 2021/3465, 11-12=-1747/2981 WEBS 3-17=0/356, 3-16=1023/674, 5-16= 10631554, 5-15=-823/1575, 6-15= 443/697, 7-15= 1335/865, 7-14=-268/644, 9-14=-2508/1535, 10-12� 2147/1266, 10-13� 2460/4476 NOTES- 1) Unbalanc, 2) Wind: AS 11; Exp C; 15-0-0 to members 3) Provide a, 4) All plates 5) This truss 6) ' This true will fit bets 7) Provide rr j joint 11. roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=32ft eave=oft Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-1-12, Interior(1) 1-1-12 to 15-0-0, Extedor(2) 0-0, Interior(1) 21-6-5 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 auate drainage to prevent water ponding. s MT20 plates unless otherwise indicated. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Tas 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 m the bottom chord and any other members. hanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 693 lb uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: August 23,2018 ® WARNING . Ver17y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll•7473 rev. 10/032015 BEFORE USE. Design valid ruse only wlPh . k0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysle building � Before use. the building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW clesliln. prevent Is always req Ire d for statty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and Truss systems, seeANSUlpll CualOyCiBerla, DSB-89 and 8CS1 Bullring Component 6904 Parke East Blvd. SofotyInlor . aHonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905974 74995 D4 Roof Special y 5 1 Job Reference (optional) o L I...1f.;,..- Inn Tk Ai,n OQ nQ•77•AA On1A Dana 1 Chambers Truss Inc., roar-rerce,rL v. vvs...a. �v.v,.,, c u,uu� u ,,, . ,„u,, a «. • _b_ I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-n2U26Vko 1 YHFgYVawxENpd2o46hGtZzNDtaXjeylOpP -2-0-0 8-3-14 16-0-0 22-2-0 28-4-0 9-4- 32-0-0 2-0-0 8-3-14 7-8-2 6-2-0 6-2-0 1-0-0 2-8-0 Scale = 1:56.5 - 5x12 = 5.00 12 5 ' I 24 25 3x6 3x4 3x6 3x4 i 4 6 7 I 3 8 6x8 26 9 N 23 2 01 14 13 10 7 6x8 = 12 Zo 16 15 45 = 48 11 \\ 2� ll 6x8 /A 2.00 12 5x12 = 5x6 3x5 = 3 x5 = 8-3-14 16-0-0 7-0- 22-2-0 28-4-0 9-41 32-0-0 8-3-14 7.8-2 1-0-0 5-2-0 6.2-0 1-0-0 2.8-0 Plate Offsets Y -- 8:0-1-8 0-2-0 11:0-3-4 0-2-0 15:0-6-1 0-3-0 LOADING (psfI SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20. Plate Grip DOL 1.25 TO 0.60 Vert(LL) -0.31 12-13 >999 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.96 Vert(CT) -0.72 12-13 >535 240 BOLL 0.1 Rep Stress Incr YES WB 0.93 Horz(CT) 0.35 10 n/a n/a B0DL 10A, Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.44 12-13 >873 240 Weight: 164lb FT=20% LUMBER- BRACING- TOPCHORD ISP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. �x4 B4OT CHORD x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-11: 2x4 SP M 31 WEBS 1 Row at midpt 3-15, 8-13 WEBS l�x4 SP No.3 *Except* 9-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1589/0-8-0, 10=1435/0-8-0 Max Horz 2=248(LC 11) Max Uplift 2=871(LC 12), 10= 693(LC 12) FORCES. (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2970/1610, 3-5=-2004/1198, 5-6=-2414/1444, 6-8= 3530/1967, 8-9=-7786/4323, 9-10=-3293/1904 BOT CHORD 2-16=-1373/2660, 15-16= 1373/2660, 14-15= 106612378, 13-14=1609/3228, 12-13=-3173/5838, 8-12=-1212/2286, 11-12=-1940/3461, 10-11=-1680/2979 WEBS 3-16=0/356, 3-15=-1039/662, 5-15=-1112/482, 5-14=-1119/2336, 6-14=-1266/775, 6-13=-254/637, 8-13=-2648/1588, 9-11=-2143/1210, 9-12= 235W4485 f NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCD L=3.Opsf; h=22ft; B=45ft; L=32ft; eave=4ft Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-1-12, Interior(1) 1-1-12 to 16-0-0, Exterior(2) 16-0-0 to 1 2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reaction shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss f as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss ,t1as 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 betw en the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 693 lb uplift at joint 10. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING {Verify Design volld l{"V' design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. use only with MITek0 connectors. this design Is based only upon paramel ers shown, and Is for an Individual building component, not ' a truss syste "I Before use, the building designer must verify the appllcabfllty of design parameters and property incorporate this design Into the overall building test (��. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always re Jred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the s fabrication, s bbrage, delivery, erection and bracing of trusses and truss systems. seeANSVM11 CuaNyCdlella, DSO-89 and SCSI SUMdIng Component 6904 Parke East Blvd. Sato info GNonzivailabte from Truss Plate Institute, 218 N. Lee Skeet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS , T14905975 74995 LJob D5 Common 1 1 Reference o tional I cnamners I russl Ilnc., tort rlerce, rL 0. 1Ju S rvldl I] —Ia IVII I CA IIIUOJIIICO, III . I -uy—.---.., c... , uU� , I D:hBOi 1 Na41 piNcFzzOnxaS 1 zajh4-GE2QKrkQorP61 h4mUflcLgbz9W3fc5GW SXJ5F4ylOpO 16-0-0 23-8-2 32-0-0 7-8-2 7-8-2 8-3-14 Scale = 1:55.6 4x6 = 5.00 12 5 19 20 3x6 3x6 2x3 \\ 47 6 2x3 3 7 I 18 \V/ \V/ of 11 22 10 23 9 3x4 = 4x6 = 3x4 = 4x = 11-2-6 20-9-10 11-2-6 9-7-5 21 4x5 = LOADING (psf TCLL 20.0 TCDL 15.0 BCLL OX BCDL I O.0 ! SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.58 BC 0.75 WB 0.61 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.30 9-11 >999 360 Vert(CT) -0.72 9-17 >532 240 Horz(CT) 0.09 8 n/a n/a Wind(LL) 0.30 9-17 >999 240 PLATES GRIP MT20 244/190 Weight: 139lb FT=20% LUMBER- BRACING - 44 TOP CHORD SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. V1(EBS- �x4 SP No.3 REACTIONS. i(lb/size) 2=1589/0-8-0, 8=1435/0-8-0 Max Horz 2=248(LC 11) Max Uplift 2= 871(LC 12), 8=-693(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2901/1622, 3-5=-2521/1479, 5-7= 2541/1522, 7-8=-2918/1665 BOT CHORD 2-11 =-I 385/2642, 9-11=-780/1730, 8-9=-1399/2642 WEBS 5-9=-460/967, 7-9= 637/549, 5-11— 435/943, 3-11= 624/541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE ;J7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=3211; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-1-12, Interior(1) 1-1-12 to 16-0-0, Extedor(2) 16-0-0 to 19 6 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactionhown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss hJis been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betw in the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 693 lb uplift at joint 8. I I I Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 Q WARNING - edfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f 0103,2015 BEFORE USE. ' Design vald f 'r use only with MITek8 connectors. This design Is based only upon parameters shown, and is for cin Individual buiiding component, not a truss system buildingdesiGn Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always req fabrication, s1 ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,rage, dellvery, erection and bracing of trusses and truss systems, seeANSI/IPII CuaW CiUsda, DSB-89 and BCSI Building Componanf 6904 Parke East Blvd. Sofetylnform l novailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I � Job Truss Truss Type Qty Ply WILLIAMS T14905976 74995 E Half Hip 1 1 Job Reference (optional) I GnamberS I russ', mc., ,on Nlerce, IL -2-0-0 5-8-11 r 5-8-11 2 Plate Offsets LOADING (p: TCLL 20 TCDL 15 BCLL C B,CDL 10 LUMBER - TOP CHORD BIPT CHORD WEBS 0.,Oa S rw,Ar „Zu,0 M„en Iuubl„tlb, I,o. ,,,un U—Vo,cc.vo—,v rayo, I D:hWi 1 Na41 pi NcFzzOnxaS1 zajh4-kRboXB12Z9Xzvrfyl MGru287DwPM LSZghB3eoWylOpN 14-2-0 31-8.2 39-4-0 7-6-2 7-6-2 7-7-14 Scale=1:69.8 5x6 = 3X8 = 4x6 = 3x4 11 4x6 = 4x8 = 3x4 11 6.00 12 4 23 5 24 25 6 7 26 8 9 27 10 3x4 3 22 21 BB 17 A 16 15 14 13 12 11 = 3x8 = 3x4 11 Sx8 MT18HS = 4x8 = 3x4 I I 4x6 = 6x8 = 9-0-0 16-7-14 24-2-0 31-8-2 39-4-0 9-0-0 7-7-14 7-6-2 7-6-2 7-7-14 0-- f2:0-0-6 0-0-01 f4:0-3-0 0-2-41 I6:0-3-0 Edge1 (8:0-3-0 Edgej SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.32 14-15 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.75 14-15 >624 240 MT18HS 244/190 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.19 11 n/a n/a Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.46 14-15 >999 240 Weight:201 lb FT=20% BRACING- K4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc puriins, K4 SP M 30 except end verticals. K4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. WEBS 1 Row at micipt 5-17, 5-14, 9-14 2 Rows at 1/3 pts 9-11 REACTIONS. (lb/size) 11=1760/0-8-0, 2=1911/0-8-0 Max Harz 2=304(LC 11) Max Uplift 11=-854(LC 12), 2=-1025(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3874/2406, 3-4=-3562/2201, 4-5=-3286/2108, 5-7=-4382/2681, 7-9=-4382/2681 BOT CHORD 2-17=-2533/3517, 15-17= 2913/4540, 14-15=-2913/4540, 12-14=-1852/2933, 11-12=-1852/2933 WEBS 3-17= 356/387, 4-17= 515/990, 5-17= 1405/883, 5-15=0/287, 7-14=-501/411, 9-14=-1 004/1623, 9-12=0/321, 9-11 =-3233/1971 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-10-8, Interior(1) 1-10-8 to 9-0-0, Exterior(2) 9-0-0 to 14-6-12 2 re; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces $ MW FRS for reactions st own; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adE quate drainage to prevent water ponding. 3) All plates ai MT20 plates unless otherwise indicated. 4) Thls truss h a s 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 betty( en the bottom chord and any other members. 6) Provide me'Ihanical connection (by others) of truss to bearing plate capable of withstanding 854 lb uplift at joint 11 and 1025 lb uplift at joint 2. I i I Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. in: ° Design valid f t use only with MITekV 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 desl pBracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing M!Tek` Is always req IFed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS1/IPII Qua/OyCdfedid, DSO-89 and BCSI BuOdtrtg Component 6904 Parke East Blvd. SatefyInfomraflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905977 74995 GR1 Roof Special Girder 1 n G Job Reference (optional) unamDerS I runs mc., r-ort Ylerce, r-L -0-0 4-0-10 2x3 7x14 MT18HS - 3 2 4-5-2 5.00 FIT 5x8 5x8 MT18HS i 66 4 I D:hBOi 1 Na41 piNcFzzOnxaS 1 zajh4-8OHxACowr4vXmJOXj UgYW gmaO7P3Ypa6N9HIOrylOpK 20-6-6 24-6-3 28-2-3 32-0-0 4-8-6 3-9-13 3-8-1 3-9-13 Scale: 3/16"=1' 7x8 MITI BHS = 7 7x8 MT18HS = 2x3 I I 6x10 MT18HS = 3x4 I I 8 9 10 11 rn 6 N 23 24 25 18 26 16 27 28 29 30 31 = 20 19 17 15 14 13 32 12 7x8 = HUS26 7x8 = 6x10 MT18HS = HUS26 3x10 11 HUS2610x10 = 3x10 11 8x14 MT18HS = HUS26 HUS26 HUS26 HUS26 10x10 = HUS26 Special HUS26 HUS26 HUS26 6x10 MT1BHS = HUS26 7-1-12 20-8-6 LOADING (psi11t1),,'�I SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Lid TCLL 20. Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.56 19-20 >682 240 TCDL 15. Lumber DOL 1.25 BC 0.85 Vert(CT) -0.81 19-20 >471 240 BCLL 0. Rep Stress Incr NO WB 0.97 Horz(CT) 0.20 12 n/a n/a @CDL 10i Code FBC20171TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD j2x4 SP M 30 'Except' TOP CHORD 1-5: 2x4 SP M 31 BOT CHORD ,2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3'Except* WEBS 11-12: 2x6 SP No.2, 7-17,8-14,10-14,10-12: 2x4 SP M 30 WEDGE Left: 2x4 SP N .3 REACTIONS. (lb/size) 12=12584/0-8-0, 2=9198/0-8-0 Max Horz 2=434(LC 7) Max Uplift 12=-6445(LC 8), 2— 4956(LC 8) I ; FORCES. (It Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23040/12181, 3-4= 22966/12161, 4-6=19150110291, 6-7=-15256/8196, 7-8=-15241/8182,8-9=-1443317577,9-10= 14433/7577 BOT CHORD 2-20= 11205/21202, 19-20=-11163/21199, 17-19=-9318/17632, 15-17=-9345/18099, 14-15= 9382/18178, 13-14=-4397/8470, 12-13=-4397/8470 WEBS 4-20= 1692/3471, 4-19=-4276/2212, 6-19=-2791/5075, 6-17= 5280/2996, 7-17= 6023/11288, 8-17=-5724/2893, 8-15=-1197/2590, 8-14= 5919/3185, 9-14=-278/230, 3-8-1 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 466 lb FT = 20 Structural wood sheathing directly applied or 2-1-4 oc puriins, except end verticals. Rigid ceiling directly applied or 6-6-6 oc bracing. 1 Row at micipt 8-17, 10-12 10-14=-5030/9653,10-13=-1490/3085,10-12=-13710/7065,3-20= 351/331 NOTES- 1) 2-ply truss, be connected together with 1 Od (0.131 "x3") nails as follows: Top chords IIConnected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom ch ds connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs con �,ctecl as follows: 2x4 - 1 row at 0-7-0 oc, Except member 19-4 2x4 - 1 row at 0-9-0 oc, member 6-19 2x4 - 1 row at 0-9-0 oc, memb 17-6 2x4 - 1 row at 0-9-0 oc, member 17-7 2x4 - 1 row at 0-9-0 oc, member 17-8 2x4 - 1 row at 0-9-0 oc, member 15-8 2x4 - 1 rove at 0-9-0 oc, member 14-8 2x4 - 1 row at 0-9-0 oc, member 9-14 2x4 - 1 row at 0-9-0 oc, member 14-10 2x4 - 1 row at 0-9-0 oc, n ember 10-13 2x4 - 1 row at 0-9-0 oc, member 12-10 2x4 - 1 row at 0-9-0 oc, member 20-3 2x4 - 1 row at 0-9-0 oc. 2) All loads ai e considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connedions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalance J roof live loads have been considered for this design. 4) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=32ft; eave=oft; Cat. 11; Exp C; qpcl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates re MT20 plates unless otherwise indicated. 7) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This trus I 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 bet ,pen the bottom chord and any other members. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cort6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ®WARNING Deslgn Valid Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE r Use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an Individual building component, hot a truss syste I Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building desirLIn. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always req Ilred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, #brage, delivery, erection and bracing of trusses and truss systems, seeANWTpII CualByCrBeft DSO-89 and SCSI Building Compononr 6904 Parke East Blvd. Sarsfylnfomrallon3voilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Type I Qty I Ply I WILLIAMS T14906977 74995 GR1 Roof Special Girder 1 n L 1 Job Reference (optional) Chambers Truss 'Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:49 2018 Page 2 I D:hKi 1 Na41 piNcFzzOnxaS1 zaj h4-80HxACowr4vXmJOXj UgYW gmaO7P3Ypa6N9Hl OrylopK NOTES- 9) Provide mec 10) Use USP H truss(es) to 11) Fill all nail t 12) Hanger(s) c design/sele LOAD CASE(S 1) [5ead + Roof Uniform Loan 32= at connection (by others) of truss to bearing plate capable of withstanding 6445 lb uplift at joint 12 and 4956 lb uplift at joint 2. i (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 7-0-12 from the left end to 31-0-12 to connect face of bottom chord. where hanger is in contact with lumber. er connection device(s) shall be provided sufficient to support concentrated load(s) 1573 lb down and 794 lb up at 25-0-12 on bottom chord. The of such connection device(s) is the responsibility of others. Standard ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 (plf) -7= 70, 7-8= 70, 8-11=-70, 2-12=-20 -oads (lb) 8=-1273(F) 20=-2648(F) 15=-1273(F) 23=-1160(F) 24=-1168(F) 25=-1166(F) 26=-1273(F) 27=-1273(F) 28=-1273(F) 29=-1573(F) 30=-1565(F) 31=-1565(F) ® WARNING Design valid f erity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE r use only with MiTekl) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss systemr!Before building desi use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always regr�Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatiom storage, delivery, erection and bracing of trusses and truss systems, se0ANSVfflII AuafffyCrileda, DSB-89 and SCSI Bugding Component 6904 Parke East Blvd. Safetylnfomtatbmvcitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job II I ru85 rUSS yp0 ty y WILLIAMS •• T74905978 74995 GR5 HIP GIRDER J 1 2 Job Referen�(qp5ional) unamc, s buss, I ., 1.n YlerCe, IL 2-7-11 1 2-7-11 ID:h8Oi1 Na41 piNcFzzOnxaS1zajh4-LrPQsLoOHR7QCXDWIhBskuD4ryBdS607_wVSYuyI?lp 8-1-12 9-8-5 12-8-5 15-4-0 17-4-0 2-6-1 1-6-9 3-0-0 2-7-11 2-0-0 Scale=1:30.0 3.54 12 5x8 MT18HS= I � 48 = 5x6 = 3 18 4 5 NAILED e 5.00 F12 6x10 NAILED 6 I 2 m c� N 7 ° III 13 19 12 20 11 10 9 8 5x12 MT18HS i NAILED HUS26 7x8 = 3x10 11 4x8 = 3x4 11 4x8 = HL 66 10x20 MTi8HS % HUS26 THDH26-3 NAILED i HUS26 I 2-7-11 5-7-11 8-1-12 9-8-5 12-8-5 15-4-0 2-7-11 2-6-1 1-6-9 3-0-0 2-7-11 Plate Offsets ,Y -- 1:0-2-15,Ed e , 3:0-4-0,0-2-5 , 5:0-3-8,0-2-12 , 6:0-5-0,0-2-14 , 7:0-9-9,Ed e , 12:0-4-0,0-4-12 , 13:1-4-8,0-3-0 , 13:0-1-10,0-0-11 LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udefl L/d PLATES GRIP TCLL 209 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.23 11-12 >805 240 MT20 244/190 TCDL 15 0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.35 11-12 >529 240 MT18HS 244/190 BCLL 0 0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.08 7 rda n/a 13CDL 1C0 I Code FBC2017lrP12014 Matrix -MS Weight: 176Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 3-2-4 oc purlins. POT CHORD' 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=837510-8-0 (min. 0-3-7), 7=4610/0-8-0 (min. 0-1-15) Max Harz 1=-78(LC 6) Max Uplift 1=-4150(LC 8), 7=-2475(LC 8) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD I 1-2= 16547/8257, 2-3= 15334/7688, 3-18= 14995/7548, 4-18= 14995/7548, 4-5=-12628/6389, 5-6= 12924/6512, 6-7=-10874/5556 BOT CHORDi 1 -13=-7568/15249, 13-1 9=-7437/14972, 12-19= 7437/14972, 12-20— 7476/15021, 11-20= 7476/15021, 10-11= 7476115021, 9-10=-5038/9965, 7-9=-5060/10009 WEBS 2-13=-978/2029, 2-12=-380/280, 3-12= 1995/4068, 5-10= 1688/3394, 6-1 0=-1 205/2575, j 6-9=-322/212, 4-11=-1650/3388, 4-10=-4145/2049 NOTES- 1) 2-ply truss o be connected together with 10d (0.131 "x3") nails as follows: Top chord connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom ch rds connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs con il ected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads a re considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply conne ions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanc( d roof live loads have been considered for this design. 4) Wind: AS �iE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C;incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 grip DOL=1.60 Iiplate 5) Provide adequate drainage to prevent water ponding. 6) All plates re MT20 plates unless otherwise indicated. 7) This truss Oas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This tru has been designed for a live load of 20.opsf on the bottom chard in all areas where a rectangle 3.6.0 tali by 2-0-0 wide will fit bet een the bottom chord and any other members. 9) Provider chanical connection (by others) of truss to bearing plate capable of withstanding 4150 lb uplift at joint 1 and 2475 lb uplift at joint 7. 10) Use US ,I HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-3-4 oc max. starting at 0-0-0 from the Walter P. Finn PE No.22839 left end o 6-3-4 to connect truss(es) CC (1 ply 2x4 SP), CB (1 ply 2x4 SP), CA (1 ply 2x4 SP), C (1 ply 2x4 SP) to back face of MTek USA, Inc. FL Cert 6634 bottom c�hord. 11) Use US 1 THDH26-3 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 8-1-12 from the left end to connect truss(es) 6904 Parke East Blvd. Tampa FL 33610 GRC (3 ly 2x4 SP) to back face of bottom chord. Date: 12) Fill all n II holes where hanger is in contact with lumber. August 23,2018 13) "NAILE t' indicates 2-12d (0.148"x3.25") toe -nails per NDS auidlines. L,unlrnutl_u� u�l,I,J "&Q aye c }d�Fl0)7�rameters end READ NOTES Oh THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid f!or use only with b7lTekt) connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building dellul! Is always relred n. Bracing indicated prevent of for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallorLorage, delivery. erection and bracing of trusses and truss systems, seepNSVW11 GualByCdledo, DSB.89 and BCS7 Buad61g Component 6904 Parke East Blvd. Tampa, FL 33610 Safety into aHonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. o Job Truss I rusS I ype typly WILLIAMS T14905978 74995 GRS HIP GIRDER 1 2 Job Reference (optional) GnamDerS I russ, rqq., raft VIM% r'L ID:hBOi1Na41piNCFzzOn;ai 1zajh4--LrPQsLo6HR766xDWlhBskuD4ryBdS607_WVSYuyI?Ip LOAD CASE(S). Standard 1) Dead + RooILive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert 1 1-2=-70, 2-3=-70, 3-5=-70, 5-6=-70, 6-8= 70, 1-7=20 Concentrate Loads (lb) Ve „I1=-1667(B) 6=84(F) 13— 1826(F= 11, B=-1814) 9=63(F) 11=-4269(B) 19= 1923(B) 20_ 1923(B) & WARNING - Design valld f 31'r Verfty design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ° a truss system building desICg Is always req I fabrication, st Safety rntomraN6navallable fore use, the lding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Qua/ByCrIferia, DSB-89 and SCSI Banding Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905979 74995 GR6 Roof Special Girder 1 1 Job Reference (optional) cnamoers Iuss inc., roRfierce,r-r a .„ a _-,_ . ID:hBOi 1 Na41 piNcFzzOnxaSlzajh4-1 nW R?arRvlPzFwhlyKuUgWwSYkvZTgW hInFW Y 4-2-15 7-0-0 9-9-1 14-0-0 ~- 4-2-15 2-9-1 2-9-1 4-2-15 Scale = 1:22.9 Special 4x8 = Special ' 3.54 12 Special 2x3 11 Special 4x8 = 2 16 3 17 4 I Special Lij Special 15 18 5 Io 8 7 6SNP3 21 22 19 20 SNP3 2x3 II SNP3 3x8 SNP3 2x3 I SNP3 I 3x4 = I SNP3 3x4 = I 0- -6 4-2-15 7.0-0 9-9-1 13-11-10 14- -0 0- -6 4-2-9 2-9-1 2-9-1 4-2-9 0- -6 Plate Offsets Y -- 2:0-5-4 0-2-0 4:0-5-4 0-2-0 LOADING (ps��I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20],, Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15. - Lumber DOL 1.25 BC 0.30 Vert(CT) -0.09 7 >999 240 BCLL 0. Rep Stress Incr NO WB 0.14 Horz(CT) 0.02 5 n/a n/a t3CDL 10. Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.08 7 >999 240 Weight: 54lb FT=20% LUMBER- I BRACING- TOP CHORD I2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-2-4 oc puffins. 1` WT CHORD x SP M 30 BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=513/0-10-9, 5=513/0-10-9 Max Harz 1- 27(1_C 6) Max Uplift 1=-339(LC 4), 5= 339(LC 5) Max Grav 1=748(LC 38), 5=749(LC 38) FORCES. (11 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1879/94612-3=-2002/1092, 3-4� 2002/1092, 4-5- 1883/947 BOT CHORD 1-8=-877/1780, 7-8=-877/1802, 6-7=-860/1806, 5-6=-860/1784 WEBS 2-7=-223/380,4-7=-223/379 NOTES - I) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; E Icl., GCpi=0.18; MI FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad Puate drainage to prevent water ponding. 4) This truss f as 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 betwilen the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 1 and 339 lb uplift at joint 5. 7) Use USP P3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 1-6-8 from the left end to connect truss(es) tol'� ront face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 8) Use USP NP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 4-2-15 from the left end to connect truss(es) t ,front face of bottom chord, skewed 22.5 deg.to the left, sloping 0.0 deg. down. 9) Use USP NP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-1-13 fron Ithe left end to 8-1-13 to connect truss(es) to front face of bottom chord. 10) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails Into Truss) or equivalent at 9-9-1 from the left end to connect truss(es) 'o front face of bottom chord, skewed 22.5 deg.to the right, sloping 0.0 deg. down. 11) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 12-5-8 from the left end to connect truss(es) 'afront face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. Walter P. Finn PE No.22839 12) Fill all nai (holes where hanger is in contact with lumber. h9iTek USA, Inc. FL Cert 6634 13) SNP3: A inimum of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For 6904 Parke East Blvd. Tampa FL 33610 sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. Date: August 23,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ^ Design valid r use only with tI conneclors. This deslgn Is based only upon parameters shown, and Is for on Individual building component, not a truss syste l Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desitin. 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, sorage, delivery, erection and bracing of trusses and truss systems, socANsbril QualityCrfiedd, DS9.89 and SCSI Bu9dIng Component 6904 Parke East Blvd. Safety lnfomiaHonavailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA22314. II Tampa, FL 33610 Job II Truss Truss Type Qty Ply WILLIAMS � T14905979 74995 GR6 Roof Special Girder 1 1 Job Reference o tional n•c7 nMa Dom. 9 chambers I rus ' Inc., rori coerce, rL NOTES- ID:h80i 1 Na41 piNcFzzonxaS1 zajh4-1 nW R7arRvlPzFwhlyKuUgWwSYkvZTgW hInFWYcylOpG , 14) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 134 lb up at 1-6-8, 75 lb down and 73 lb up at 4-2-15, 48 (11 down and 47 lb up at 6-1-13, 48 lb down and 47 lb up at 8-1-13, and 75 lb down and 73 lb up at 9-9-1, and 143 lb down and 134 lb up at 12-5-8 on top chord. The' esign/selection of such connection device(s) is the responsibility of others. 152 In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(Si Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert1-2= 70, 2-4=-70, 4-5= 70, 9-12=-20 Concentrate Loads (lb) Vert 8=9(F) 6=9(F) 15=56(F) 16= O(F) 17= O(F) 18=56(F) 19=52(F) 20=1(F) 21=1(F) 22=52(F) I I A WARNING I II Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valld use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss syste Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building desl 'r in. Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always req ,red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, s orage. delivery, erection and bracing of trusses and truss systems, se0AALWWI1 QualifyClBerla, DSB-89 and SCSI BuBding Component 6904 Parke East Blvd. Safety Into rrgatkm3vallable from Truss Plate Institute, 218 N. Lee street, Suite 312, Mexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS a T14906980 74995 GRA Hip Girder 1 1 Job Reference (optional) .. I..,. 1— /1 — ne•nn•GA —4. D­ 1 ChamDers I ruSs' tnc., Pon Pierce, FL O. 130 s Ivial I 1 GV 10 I I lu qua c —v ,- , _U_ , I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-Vz4gDwr3gcXgt4GVV2Qj DkTQa86jCC5rW R?343ylOpF 2-1 3-9-14 7-0-0 10-9-15 14-6-1 18-4-0 21-6-2 25-4-0 27-4-0 2-0-0 3-9-14 3-2-2 3-9-15 3-8-3 3-9-15 3-9-14 2-0 0 Scale: 1/4'=1' i Special Special Special Special 5x8 = Special 2x3 II 3x8 = Special Special 4x6 = Y I 5.00 12 3 20 4 21 5 22 23 24 6 e. N� rh 7 8 jo 1 — 12 25 26 27 13 11 10 9 4x8 = 2x3 II 5x8 MT18HS = SNP3 2x3 I I SNP3 3x5 = 4x8 = Special SNP3 3x10 = SNP3 Special SNP3 I 3-9-14 7-0-0 10-9-15 14-6.1 1%4-0 21-6-2 25-4-0 3-9-14 3-2-2 3-9-15-9-15 3-2-2 3-9-14 Plate Offsets Y -- 2:0-0-0 0-0-4 3:0-5-4 0-2-4 7:0-0-0 0-0-4 LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. I Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.22 10-11 >999 360 MT20 244/190 TCDL 15A Lumber DOL 1.25 BC 0.89 Vert(CT) -0.49 10-11 >616 240 MT18HS 244/190 BCLL 0. Rep Stress Incr NO WB 0.51 Horz(CT) 0.15 7 n/a n/a BCDL 10. Code FBC20171TP12014 Matrix -MS Wind(LL) 0.30 10-11 >999 240 Weight: 119lb FT=20% LUMBER- I BRACING - TOP CHORD !2x4 SP M 30 TOP CHORE QOT CHORD 2x4 SP M 30 BOT CHORE WEBS 2x4 SP No.3 � I REACTIONS. (lb/size) 2=2317/0-8-0, 7=2341/0-8-0 Max Harz 2-1 12(LC 23) j Max Uplift 2=-1218(LC 8), 7= 1228(LC 8) FORCES. (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4859/2284, 3-4=-5353/2622, 4-5=-5353/2622, 5-6=-4520/2213, 6-7=-4923/2310 BOT CHORD 2-13=-1922/4401, 11-13=-1926/4426, 10-11=-2390/5373, 9-10= 2390/5373, 7-9= 1946/4460 WEBS 3-13= 75/612, 3-11= 592/1259, 4-11= 546/398, 5-10=0/283, 5-9-1180/564, 6-9=-406/1237 Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-9-5 oc bracing. NOTES- 1) Unbalance roof live loads have been considered for this design. j 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=25ft eave=oft; Cat. II; Exp C; E 'cl., GCpi=o.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) All plates a a MT20 plates unless otherwise indicated. 5) This trussas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss I�as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit betw en the bottom chord and any other members. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 1218 lb uplift at joint 2 and 1228 lb uplift at joint 7. �I 8) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 fro Ithe left end to 16-11-4 to connect truss(es) to front face of bottom chord. 9) Fill all nail roles where hanger is in contact with lumber. 10) SNP3: A i inimum of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 11) Hanger(s) for other connection device(s) shall be provided sufficient to support concentrated load(s) 252 lb down and 352 lb up at 7-0-0, 13E Ilb down and 188 lb up at 9-0-12, 139 lb down and 188 lb up at 11-0-12, 139 lb down and 188 lb up at 13-0-0, 139 lb down and i 88 lb up at 14-11-4, and 139 lb down and 188 lb up at 16-11-4, and 252 lb down and 352 lb up at 18-4-0 on top chord, and 385 I down and 132 lb up at 7-0-0, and 385 lb down and 132 lb up at 18-3-4 on bottom chord. The design/selection of such connecto{, device(s) is the responsibility of others. 12) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 j ® WARNING VeBly design parameters and READ NOTES ON THIS AND INCLUDED NITEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE Design voild III r use only with MITek® connectors. This design Is based only upon parameters shown, aid Is for an individual bulldlrrg component, hot a truss syste Before use, the building designer must verify the applicablIlly of design parameters and properly incorporate this design into the overall building desil In. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req red for stablllty and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, s' rage, delivery, erection and bracing of trusses and truss systems, seeANS4MIr AualllyCdtada, DSB-89 and SCSI BuIlding Componanf 6904 Parke East Blvd. Safely Intomi6flmnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 I II Job Truss Truss Type Qty Ply WILLIAMS T14905980 74995 GRA Hip Girder 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:22:54 2018 Page 2 I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-Vz4gDwr3gcXgt4GVV2QjDkTQa86jCC5rW R?343ylOpF LOAD CASE(S) Standard 1) Dead + Roof • ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert: 1-3=-70, 3-6=-70, 6-8= 70, 14-17=-20 Concentrated �oads (lb) Vert: 3=-205(F) 6=-205(F) 12= 62(F) 13=-339(F) 11=-62(F) 4= 139(F) 9=-339(F)20= 139(F) 21=-139(F) 22= 139(F) 24=-139(F) 25=-62(F) 26=-62(F) 27=-62(F) ® WARNING Vedry design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII.7473 rev, f0/032015 BEFORE USE. ' Design Valid r Use only with MiTelt� connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss syste building desl Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always re q Ired for stability and to prevent collapse with possible personal InIury and property damage. For general guidance regarding the fabricatlom s orage, delivery, erection and bracing of trusses and truss systems, se0AALWZPII Gua/MyCdteda, DSB49 and SCSI Buildlgg Component 6904 Parke East Blvd. safety InfomioHonovailabte I from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS T14905981 74995 GRB Flat Girder 1 1 Job Reference (optional) L,namoers i russ, mc., run Tierce, rL 4-11-3 4-11-3 ecia Special 4x1 = Special 2x3 11 1 17 18 2 16 32 33 15 5x8 MT1 S 11 SNP3 7x12 ...... SNP3 4-1 I D:h8Oi 1 Na41 pi NcFzzOnxaS 1 zajh4-RMCaectJCDnY6OQtdSSB18YmNymLgOX8_I UASxyIOpD 14-6-2 19.3-9 24-1-1 29-0-4 4-9-7 4-9-7 4-9-7 4-11-3 Special Special Special Special Special 3x10 = Special 2x3 II 4x6 = 19 20 213 22 23 4 24 5 25 26 34 3514 36 13 12 37 38 SNP3 2x3 I I SNP3 5x8 MT18HS = SNP3 SNP3 SNP3 SNP3 3x8 = Special Special Special 3x10 = Special 2x3 11 Special 4x10 = 6 27 28 29 7 30 31 8 11 39 2x3 II SNP3 SNP3 4-9-7 Scale=1:52.5 40 10 41 42 9 7x12 = SNP3Sx8 MTi8HS II SNP3 SNP3 LOADING (ps I TCLL 20. i TCDL 15.1 BCLL 0. BCDL 10, SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.96 BC 1.00 WB 0.90 Matrix -MS DEFL. in (loc) I/defl Lid Vert(LL) -0.29 12 >999 360 Vert(CT) -0.67 12-14 >516 240 Horz(CT) 0.15 9 n/a n/a Wind(LL) 0.43 12 >805 240 PLATES MT20 MT18HS Weight:161111 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 4-3-3 oc bracing. 1-15,3-15,3-12,6-12,6-10,8-10: 2x4 SP M 30 REACTIONS. (lb/size) 16=2965/0-3-8, 9=2668/Mechanical Max Horz 16=201(LC 5) Max Uplift 16= 1450(LC 4), 9=-1323(LC 5) FORCES. (it Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16= 2775/1482, 1-2=-3804/1893, 2-3=-3804/1893, 3-4=-6718/3292, 4-6=-6718/3292, 6-7=-3801/1893, 7-8=-3801/1893, 8-9= 2568/1334 BOT CHORD 14-15=-2923/5980, 12-14= 292W5980, 11-12= 2963/5984, 10-11= 2963/5984 WEBS 1-15= 2165/4402, 2-15= 719/575, 3-15=-2559/1230, 3-14=0/387, 3-12= 426/868, 4-12=-668/501, 6-12=-419/863, 6-11=0/387, 6-10=-2567/1235, 7-10=-716/574, 8-10=-2166/4404 NOTES- 1) Wind: AS C 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=29ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 2) Provide ad quate drainage to prevent water ponding. 3) All plates a� MT20 plates unless otherwise indicated. 4) This truss as 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 betwien the bottom chord and any other members. 6) Refer to gi der(s) for truss to truss connections. 7) Provide m I hanical connection (by others) of truss to bearing plate capable of withstanding 1450 lb uplift at joint 16 and 1323 lb uplift at jot 8) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-1-12 fronlIlthe left end to 27-2-8 to connect truss(es) to back face of bottom chord. 9) Fill all nail lholes where hanger is in contact with lumber. 10) SNP3: A �pinimum of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 11) Hanger(silor other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down and 178 lb up at 0-1-12, 1 9 Ib down and 188 lb up at 1-2-8, 139 lb down and 188 lb up at 3-2-8, 139 Ib down and 188 lb up at 5-2-8, 139 lb down and 188 1 up at 7-2-8, 139 lb down and 188 lb up at 9-2-8, 139 lb down and 188 lb up at 11-2-8, 139 Ib down and 188 Ib up at 13-2-8, 1 9 Ib down and 188 lb up at 15-2-8, 139 lb down and 188 Ib up at 17-2-8, 139 lb down and 188 lb up at 19-2-8, 139 lb down an 1188 Ib up at 21-2-8, 139 lb down and 188 lb up at 23-2-8, and 139 lb down and 188 ib up at 25-2-8, and 139 lb down and 1881 up at 27-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. Walter P. Finn PE No.22639 kliTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING JVerity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE Deslgn valid ar Use only with Mliek®cohnectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss syste � Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl In. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always req Jlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,, s Prage, delivery, erection and bracing of trusses and truss systems, seeAAMWI► Quality Ci fedo, DSB-89 and SCSI BuOd/ng Component 6904 Parke East Blvd. Saretyintom wHonnvoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply WILLIAMS T14905981 74995 GRB Flat Girder 1 1 Job Reference (optional) Gnambers i russoinc., t-on Tierce, 1-r. ID:h80i 1 Na41 piNcFzzonxaSl zajh4-RMCaectJCDnY6OQtdSS618YmNymLgOXB_IUA8xylOpD LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loac plf) Vert: 11-8-70, 9-16=-20 i oncentrate Loads (lb) Vert: i6= 70(B) 1-165(B) 13=-62(B) 15=-62(B) 2=-139(B) 11-62(B) 6=-139(B) 17=-139(B) 18=-139(B) 20-139(B) 21-139(B) 22=-139(B) 23=-139(B) 24=- 39(B) 25=-139(B) 27=-139(B) 29-139(B) 30-139(B) 31=-139(B) 32-62(B) 33= 62(B) 34=-62(B) 35=-62(B) 36=-62(B) 37=-62(B) 38-62(B) 39=-62(B) 40=- 2(B) 41=-62(B)42=-62(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/0=015 BEFORE USE. Design volld f Ir Use only with lvtiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual buAdir,.g component, not �" a truss system . building desl Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek° Is always reqL lied prevent 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, seeANSUIPII GualllyCrBedo, DSB-89 and BCSI Bulidbig Component 6904 Parke East Blvd. Safety/ntolmallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905982 t 74995 GRC Half Hip Girder 1 Job Reference (optional) Gnambers I russ;i Inc., port coerce, f-L 5-5-0 0. IOU b IVldr I I LU rO IVII I CP II rUUba Itl , 11— 11 R1 r V ao vo.ca cv.o ray. . I D:h80i 1 Na41 pi NcFzzOnxaS 1 zajh4-ki7D6?yiYNgYSTSDXR4g4dL2SmBbpebAbLh t u t ylOp6 24-8-0 1.0.0 Scale = 1:76.3 1 Special Special i 5.00 12 Special Special Special Special Special Special Special Special Special Special Special Special Special Special Special 5x6 = 5x8 = 3x4 11 3x8 = 4x6 = 3x4 11 6x8 = 3x4 = 3x4 II 4x6 = 410 = 3x4 11 45 = Special Special Special Special 45 1228 29 30 3 31 32 33 434 35 5 6 36 37 38 7 839 40 41 9 42 10 11 43 44 45 12 13 46 14 47 1 ��II11 20 57 58 59 1960 18 62 63 64 17 o �9 61 27 26 48 49 25 50 24 51 23 52 53 54 22 55 56 21 12xl4MT18HS= SNP3 SNP3 65 3x4 II SNP3 1666 15 3x6 11 36 = SNP3 SNP3 5x8 3x4 II MT18HS = SNP3 3x8 = 7x10 MT18HS— 4x10 — SNP3 SNP3 — SNP3 8x14 MT18HS= 3x6 I JUS24 SNP3 SNP3 SNP3 12.04iruF3 SNP3 7x8 \ 4x12 = SNP3 SNP3 SNP3 SNP3 SNP3 SNP3 SNP3 i 1.11.1 7-4-15 12.9.15 18-3-0 23.8.0 4-8-0 29-7-15 34-7-15 1 5-5-0 55-0 5-5-0 5-5.0 -0- 4-11-15 4.11-15 Plate Offsets (DIY)-- (2:0-6-4 0-2-81 15:0-3-0,Edgej, 17:0-1-8,0-2-41, (10:0-3-O,Edge1, 113:0-3-0,0-1-121, (16:0-4-12,0-1-81, 117:0-7-0,0- LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20S, Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.68 19-20 >756 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.59 19-20 >325 240 BCLL OX Rep Stress Incr NO WB 1.00 Horz(CT) 0.38 15 n/a n/a B1;DL 10.0 Code FBC2017/TPI2014 Matrix -MS Wjnd(LL) 1.04 19-20 >496 240 1 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. I FORCES. (lb) TOP CHORD BOT CHORD WEBS BRACING- SP M 30 TOP CHORD SP M 30 *Except* 11: 2x6 SP 240OF 2.OE, 17-20: 2x4 SP M 31 BOT CHORD SP No.3 `Except` 1:2x4SPM30 size) 15=418710-8-0, 27=4289/Mechanical < Horz 27=205(LC 5) ( Uplift 15=-2078(LC 8), 27= 2098(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-2904/1451, 2-3=-8544/4239, 3-4=-6544/4239, 4-6=-14744/7289, 6-7=-1474417289, 7-8=-22186/10981, 8-9= 19775/9836, 9-11= 19775/9836, 11-12=-7027/3543, 12-13= 6976/3511, 13-14=-3328/1727, 14-15= 4116/2097, 1-27= 4035/1950- 25-26=-1272/2549, 23-25=-6089/12607, 22-23=-6089/12607, 21-22=-7373/15104, 20-21= 8779/17996, 19-20=-10819/22131, 18-19=-7163/14623, 17-18=-7163/14623, 16-17= 210414231 2-26= 2672/1423, 2-25=-3344/6832, 3-25= 800/606, 4-25=-4630/2268, 4-23=01460, 4-22— 1207/2436, 6-22= 727/549, 7-22= 420/336, 7-20=-6218/12683, 8-20=-323/738, 8-19= 2542/1212, 9-19=-652/450, 11-19=-2720/5535, 11-18=-77/498, 11-17=-8160/4041, 12-17— 690/433, 13-17=-3888/7887, 13-16=-6717/3357, 14-16=-2515/5052, 1-26=-1871/3931, 7-21=-10471/5215 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 733 Ito FT = 20% Structural wood sheathing directly applied or 5-6-2 oc purlins, except end verticals. Rigid ceiling directly applied or 9-3-8 oc bracing. NOTES- 1) 3-ply truss t 1 be connected together with 1 Od (0.131 "x3") nails as follows: Top chords onnected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom choi is connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads ar' considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC 7-10; Vuit=1(30mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=43ft; eave=51t; Cat. 11; Exp C; E I., GCpl=0.16; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late gdp DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates am, MT20 plates unless otherwise indicated. 6) This truss ft s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 8) Refer to gircer(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2078 lb uplift at joint 15 and 2098 lb Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - n erily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design volld f use only with MfTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building deslg . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, st 'rage, delivery; erection and bracing of trusses and truss systems, seeANSyMil QualityC1B®rla, DSB-89 and BCSI BUUd(ng Component 6904 Parke East Blvd. Satetylntonnatlorpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply WILLIAMS � T74905982 74995 GRC Half Hip Girder 1 3 Job Reference (optional) i..a..;,.,. i.... Tk A.... m 00•03•03 onto Pa 2 Chambers I russ Inc., l-on Flerce, FL o. 1ov o Iviar 1 i Zv .. a n I D:h8Oil Na41 piNcFzzonxaSl zajh4-ki7D6?yiYNgYSTSDXR4g4dL2SmBbpBbAbLhl utylOp6 NOTES- 10) Use USP J S24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 0-1-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the N h, sloping 0.0 deg. down. 11) Use USP SiP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-5-2 from the left end to 42-3-2 to connect tru $(es) to front face of bottom chord. 127 Fill all nail hles where hanger is in contact with lumber. 13) SNP3: A mi "imum of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or be ow truss chords. Bending of extended flanges is permitted. 14) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 139 lb down and 192 lb up at 2-5-2, 139 lb down and 188 lb up at -4-3-2, 139 Ib down and 188 lb up at 6-3-2, 139 lb down and 188 lb up at 8-3-2, 139 lb down and 188 lb up at 10-3-2, 139 lb down and 18B lb up at 12-3-2, 139 lb down and 188 lb kii at 14-3-2, 139 lb down and 188 lb up at 16-3-2, 139 lb down and 188 lb up at 18-3-2, 139 lb down and 188 lb up at 20-3-2, 139 lb down and 188 lb up at 22-3-2, 156 ldown and 167 lb up at 24-3-2, 117 lb down and 146 lb up at 26-3-2, 117 lb down and 146 lb up at 28-3-2, 117 lb down and 146 lb up at 30-3-2, 117 lb down and 1 6 lb up at 32-3-2, 117 lb down and 146 lb up at 34-3-2, 117 lb down and 146 lb up at 36-3-2, 117 lb down and 146 lb up at 38-3-2, and 161 lb down and 169 lb up at 40-3-2, and 141 lb down and 188 lb up at 42-3-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (plf) Vert: 1-2=-70, 2-14=-70, 21-27=-20, 20-21=-20, 17-20= 20, 16-17= 20, 15-16= 20 Concentrate Loads (Ib) Vert: 15= 139(F) 27=-274(F) 26=-62(F) 22= 62(F) 6=-139(F) 10— 102(F) 28=-139(F) 29= 139(F) 30= 139(F) 31=-139(F) 32=-139(F) 34=-139(F) 35=-139(F) 36=- 39(F) 38=-139(F) 39=-150(F) 40=-102(F)41=-102(F) 42= 102(F) 43— 102(F) 44= 102(F) 45=-102(F) 46=-156(F) 47=-141(F) 48=-62(F) 49=-62(F) 50=-62(F) 51=- 2(F) 52— 62(F) 53=-62(F) 54=-62(F) 55= 62(F) 56=-62(F) 57=-66(F) 58=-11O(F) 59— 110(F) 60=-11O(F) 61=-110(F) 62— 110(F) 63=-11O(F) 64=-110(F) 65_ ,2(F) 66=-63(F) j® WARNING - I eN/y design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 11111-7473 rev. 10103/2015 BEFORE USE. Design valid fc juse only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. 3efore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building deslgr?! Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requll fabrication, stage, prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSUIPII QuaMyClCeda, DSB-89 and BCSI SuOdIng Componanf 6904 Parke East Blvd. Safafv Informoflonovallabie from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type cityPly WLLIAMS i T14905983 74995 GRD Hip Girder 1 2 �Jo.lM­­Re (optional) a 1 an , ne,r 119ntn MiTck Inductrias Inc_ Thu Aua 23 08:23:06 2018 Paae 1 Gnambers Iruss Fort Fierce, FL Inc.,,-9-14 a..piN...... .._-._.....-....._-___ .__ ID:h80i1 Na41 piNcFzzOnxaSlzajh4-BHpMkO?br127JwBoCZdXiFzXO_DiOZOcHIviVMylOp3 2.0-0 7-0-0 11.6-0 16-0-0 7-0- 21-0-0 25-0-0 28-4-0 9-4- 32-0-0 34-0-0 2-0-0 3-9-14 3-2-2 4-6-0 4-6-0 1-0-0 4-0-0 4-0-0 3-4-0 0-0 2-8-0 i a Scale=1:60.0 Special Special Special Special Special Special Special Special ' 4x8 = 2x3 I I 6x8 = 3x4 = 4x6 = 2x3 1 67 8 — Special i Special 5.00 F12 4 30 I 531 32 33 34 6 7 8 35 9 36 10 3x4 % 11 5x10 3 12 ur � 13 2 01Z 19Special41 18 42 17 16 141a o 23 22 21 38 20 12x14 MTISHS = _ SNP3 3x4 3x8 � 15 37 2x3 II 3x4 = 39 3x10 = 40 12.00 12 4x8 = Special 5x6 \\ 3x5 = 3 5 = SNP3 SNP3 7x8MT18HS// 5x12 = Special SNP3 SNP3 SNP3 SNP3 3-9-14 7-0-0 11-6-0 16-0-0 7-0• 21-0-0 25-0-0 28-4-0 9-4- 32.0-0 Jill 3-9-14 3-2-2 4-G-0 4.6-0-0-0 4-0-0 3-4-0 1-0-0 2.8-0 Plate Offsets ( Y)14:0 5 4 0 2 Oj 16:0 1 8 0 2-01 (8:0-3-0 Edger 110:0-5-12 0-2-81 111:0-1-4 0-1-8j j15:0-3-4 0-2-01 f20:0-4-8 0-1-41 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 0.74 Vert(LL) -0.45 18-19 >855 360 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.81 Vert(CT) -1.04 18-19 >368 240 MT18HS 2441190 BCLL 0. Rep Stress Incr NO WB 0.74 Horz(CT) 0.37 13 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.66 18-19 >582 240 Weight:341 lb FT=20% LUMBER- BRACING- , TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc puffins. WT CHORD 2x4 SP M 30 'Except- BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. 1 9-20: 2x6 SP 240OF 2.OE, 16-19,11-15: 2x4 SP M 31 WEBS x4 SP No.3 *Except* 9-19,12-16:2x4 SP M 30 REACTIONS. (lb/size) 2=2932/0-8-0, 13=2911/0-8-0 Max Horz 2=125(LC 7) Max Uplift 2= 1526(LC 8), 13=-1516(LC 8) FORCES. (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6483/3070, 3-4=-6357/3093, 4-5=-7831/3862, 5-6=-7831/3862, 6-7=-1254216095, 7-9= 11533/5602, 9-10=-11533/5602, 10-11= 9369/4468, 11-12� 15605/7230, 12-13=-6406/3001 BOT CHORD j 2-23=-2686/5926, 22-23= 2686/5926, 21-22=-2656/5876, 20-21= 3967/8504, 19-20= 5251/11245, 18-19=5838/12515, 17-18=-3980/8793, 16-17=-5424/11861, 11-16= 1847/4251, 15-16=-2995/6698, 13-15� 2599/5796 WEBS 3-22= 374/278, 4-22= 135/646, 4-21= 1149/2378, 5-21=-664/500, 6-21=-843/424, 6-20=-7611/3645, 6-19=-4086/8750, 7-19=136/394, 7-18=-1154/545, 9-18= 513/361, 10-18=-1532/3113, 10-17=-732/1759, 11-17=-3389/1587, 12-15= 4216/1933, 12-16=-4181/9167 NOTES- 1) 2-ply truss t be connected together with 10d (0.131 "xX) nails as follows: Top chords ' onnected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom cho ds connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs conn cted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads arI considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connect ons have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 3) Unbalance Iroof live loads have been considered for this design. 4) Wind: ASC 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=22ft; 8=45tt; L=32ft; eave=4ft; Cat. 11; Exp C; E 1 cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ate grip DOL=1.60 5) Provide ad( quate drainage to prevent water ponding. 6) All plates ai IIe MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at joint 20 = 16% 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty IPn the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1526 lb uplift at joint 2 and 1516 lb Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - VerPly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid to ,r use oNy with 'ITek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system building design. Before use. the bullding designer must verify the applicablity of design parameters and properly incorporate this design Into the overall Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always regriF�1 for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the olive erection and bracing of trusses and truss systems.CAa OSB-09 and Bcs18a0dfny Component 6904 Parke East Blvd.Safefv from Truss Plate Institute, 218 N. Lee Street, Suite 312, AI��a, 2231Qdderfa, Tampa, FL 33610 74995 Truss GRD T14905983 Hip Girder 1' n NOTES- 11) Use USP SI connect tru 12) Fill all nail h 13LSNP3: A mi above or be 14) Hanger(s) c 9-0-12, 139 lb down anc chord, and Fort Pierce, FL 8.130 S Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:23:07 2018 Page 2 ID:h80i 1 Na41 piNcFzzonxaSlzajh4-cTNkxM?DccA_x4m?mG8mETVi8OZxlOelWyfF1 pylOp2 3 (With Bd x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 9-0-12 from the left end to 22-11-4 to as) to back face of bottom chord. �s where hanger is in contact with lumber. num of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For sloped applications, flanges may protrude v truss chords. Bending of extended flanges is permitted. ther connection device(s) shall be provided sufficient to support concentrated load(s) 252 lb down and 356 lb up at 7-0-0, 139 lb down and 188 lb up at down and 188 lb up at 11-0-12, 139 lb down and 188 lb up at 13-0-12, 139 lb down and 188 lb up at 15-0-12, 117 lb down and 146 lb up at 16-11-4, 117 36 lb up at 18-11-4, 117 lb down and 146 lb up at 20-11-4, and 117 lb down and 146 lb up at 22-11-4, and 121 lb down and 151 lb up at 25-0-0 on top i lb down and 132 lb up at 7-0-0, and 110 lb down and 56 lb up at 17-0-0, and 407 lb down and 182 lb up at 24-11-4 on bottom chord. The >n of such connection device(s) is the responsibility of others. LOAD CASE(S)'! Standard 1) Dead + Roof�ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert:I1-4=-70, 4-10=-70, 10-14=-70, 20-24=-20, 19-20=-20, 16-19= 20, 15-16=-20, 15-27= 20 Concentrated Loads (lb) Vert: 4_ 205(B) 8= 102(B) 10=-102(B) 19=-11 O(B) 22=-339(B) 7=-102(B) 9= 102(B) 18=-11 O(B) 17=-380(B) 30=-139(B) 31=-139(B) 33=-139(B) 34=-139(B) 36= 02(B) 37=-62(B) 38=-62(B) 39=-62(B) 40= 62(B) 41= 11O(B)42=-11O(B) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design vaild fo bse only with MITek8 connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig .J Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the sto ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII Aual➢yCrlleft DSB-89 and BCSI B0MV Component 6904 Parke East Blvd.fabricatlon, Sa/elv/nlonnaftnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job u I Truss Truss Type Qty Ply WILLIAMS r t T14905984 74995 GRE HALF HIP GIRDER 1 2 Job Reference (optional) unamOers I rusq i mc., r-Orr rlen;e, rL 7-0-0 I D:h80i 1 Na41 pi NcFzzonxaS1 zajh4-ZsUVM21 TBDQiAOwNuhBEKub_uBH EDvO2zG8M6hylOpO 7-9-15 23-2-0 28-6-1 33-10-3 39-4-0 5-4-1 5-4-1 5-4-1 5-4-1 5-5-13 Scale = 1:72.4 I I 6x10 MT18HS = 3x4 II 4x6 = Special ` 50! 12 Special 3x4 I I 3x8 = 5x8 MT18HS WB = 4x10 = 3x4 II 5x10 = I 3 P8 4 245 25 6 7 i I 8 26. 9 10 27 11 I 2 � �1 20 19 17 16 28 29 30 31 18 32 33 34 14 13 15 35 36 37 38 39 40 41 12 4x11 = 3x4 I 6x10 = 7x10 MT18HS WB = 4x10 = 3x4 11 12x20 = 5x12 MT18HS 11 I I Special 3x4 16x10 MT18HS = HUS26 I 7-0-0 12-5-13 17-9-15 23-2-0 28-6-1 33-10-3 39-4-0 7-0-0 5-5-13 5-4-1 5-4-1 5-4-1 5-4-1 5-5-13 Plate Offsets 'Y -- 2:0-5-0 0-1-11 3:0-7-0 0-2-4 6:0-4-0 Ede 9:0-3-0,Ed a 12:0-5-8 Edgel 1 LOADING (psf ! SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 1.16 16-17 >406 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Verl(CT) -1.38 16-17 >342 240 MT18HS 244/190 BCLL 0. Rep Stress Incr NO WB 0.81 Horz(CT) 0.20 12 n/a n/a Br_DL 10.( Code FBC2017ITP12014 Matrix -MS Weight: 468lb FT=20% � LUMBER- 1 1 BRACING - TOP CHORD x4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 6,6-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. BOT CHORD x6 SP 240OF 2.0E WEBS x4 SP No.3 `Except' -19,5-19,5-16,8-16,8-13,11-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. I I',lb/size) 12=6127/0-8-0, 2=5180/0-8-0 Max Harz 2=248(LC 8) Max Uplift 12=-4254(LC 8), 2=-3704(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 2-3=-12596/8605, 3-4=-17630/12229, 4-5= 17630/12229, 5-7=-20035/13948, 7-8=-20035/13948, 8-10= 10005/6965, 10-11 =-1 0005/6965, 11-12= 5649/3953 BOT CHORD 2-20= 8001/11545, 19-20=-8034/11599, 17-19=-14285/20536, 16-17= 14285/20536, 14-16=-11650/16729, 13-14=-11650/16729 WEBS 3-20— 657/1053, 3-19= 4737/6811, 4-19— 359/291, 5-19=-3301/2384, 5-17=-1002/1431, 5-16= 569/502, 7-16= 338/272, 8-16=-2611/3755, 8-14=-1008/1450, 8-13= 7639/5322, 10-13= 388/296, 11-13=-7814/11224 NOTES- 1) 2-ply truss t be connected together with 10d (0.131"x3") nails as follows: Top chords nnected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chor �s connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs conne led as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are risidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectidis have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC I -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; E l., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide ade Late drainage to prevent water ponding. 5) All plates ar ' MT20 plates unless otherwise indicated. 6) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 4254 lb uplift at joint 12 and 3704 lb uplift at joint 2. 9) Use USP H IS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 38-4-12 from the left end to connect truss(es) to front face of ottom chord. 10) Fill all nail II„oles where hanger is in contact with lumber. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810 Date: August 23,2018 WARNING - g Drify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010 12015 BEFORE USE. eslgh valid to I use only with Ivli iekO connectors. Thds design is based only upon parameters shown, and is for an indlvidual building component not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigr Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requi d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto , ge, delivery, erection and bracing of trusses and truss systems, seeANS&TP11 QualityCrfferb DS9-89 and SCSI Su0d6ng Component 6904 Parke East Blvd. safety navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexanddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905984 74995 GRE HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Trus4,1 Inc., Fort Pierce, FL to ou s rvlar 11 2O i 8 NII I en a1UUb11 Wb, 1116. 11IU MUa co Vo. 0Z cv 1 V r ayo c ID:h80i 1 Na41 piNcFzzonxaS1 zajh4-ZsUVM21 T8DQiAOwNuhBEKub_uBHEDvO2zG8M6hylOpO NOTES- 11) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 247 Ib down and 359 Ib up at 7-0-0, and 151 Ib down and 199 Ib up at 38-4-12 on op chord, and 444 Ib down and 73 lb up at 7-0-0, 457 lb down and 286 Ib up at 9-0-12, 457 Ib down and 288 Ib up at 11-0-12, 457 Ib down and 288 Ib up at 13-0-12, 45 Ib down and 288 Ib up at 15-0-12, 457 Ib down and 288 Ib up at 17-0-12, 457 Ib down and 288 Ib up at 19-0-12, 457 Ib down and 288 Ib up at 21-0-12, 457 Ib down ani 288 Ib up at 23-0-12, 457 Ib down and 288 Ib up at 25-0-12, 457 Ib down and 288 Ib up at 27-0-12, 457 Ib down and 288 lb up at 29-0-12, 457 Ib down and 288 Ib up at 31-0-12, 457 Ib down and 288 Ib up at 33-0-12, and 457 lb down and 288 Ib up at 35-0-12, and 457 Ib down and 288 Ib up at 37-0-12 on bottom chord. The design , election of such connection device(s) is the responsibility of others. LOAD CA: 1) Dead + Uniform Standard _ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 s (plf) 1-3= 70, 3-11= 70, 2-12=-20 Loads (lb) 3=-205(F) 20— 339(F) 16= 457 15=-457 27=-151(F) 28= 457 29=-457 30=-457 31=-457 32=-457 33=-457 34= 457 35=-457 36= 457 37=-457 38=-457 1.57 40= 457 41= 81(F) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. ' Design valid f �r a truss system use only with MITekS connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always req ted for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st Safety lntomlaBcnavallable rage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QuaIByClBeda, DSB-89 and BCSI Su➢ding Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, FJexandrla VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job IJ Truss Truss Type Oty Ply WILLIAMS T14905985 I GRF Hip Girder 1 1 I74995 Job Reference o tional a 1 an s nnar 11 9n1 R MiTok Inds mtrias_ Inc_ Thu Aua 23 08:23:10 2018 Paae 1 Chambers truss, lnu., rmr rien:a, FL _ ..._. .. -- �- . — - -- ID:h80i 1 Na41 piNcFzzOnxaS1 zajh4-122taO25vXYZoXVZRPiTs57DNbaByUbCCwtve7ylOp? 2-0-0 3-9-14 7-0-0 10-8-0 14-4-0 17-6-2 21.4-0 22-5-8 2-0-0 3-9-14 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 1-1-8 j I Scale=1:40.2 Special Special Special 4x8 = Special Special 2x3 11 Special 4x8 = 3 20 21 22 4 23 24 5 I 5.00 12 m CO 6 �2 7 [o 01 11 25 1026 9 27 28 8 2x3 11 4x6 = 3x8 = SNP3 2x3I I 4xG = 4x6 = SNP3 SNP3 SNP3 Special j SNP3 j 3.9-14 7.0.0 10-8-0 14-4-0 17.6-2 27.0-0 21 4r0 3-9.14 3-2-2 3-8-o 3-8-0 3-2-2 3-5-14 0-4-D Plate Offsets( Y) [3:0-5-4 0-2-41 (5:0-5-4 0-2-41 LOADING (psf' SPACING- 2-0-0 CSI. , DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.12 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.28 8-9 >903 240 BCLL O.Oi ' Rep Stress incr NO WB 0.28 Horz(CT) 0.09 6 n/a n/a BCDL 10.c Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 8-9 >999 240 Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc puffins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or5-11-13 oc bracing. WEBS x4 SP No.3 REACTIONS. (lb/size) 2=1898/0-8-0, 6=1938/0-8-0 j �ax Harz 2=109(LC 24) 1.Max Uplift 2=-1019(LC 8), 6=-992(LC 8) FORCES. (lb)'' Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3791/1777, 3-4= 3933/1958, 4-5=-3933/1958, 5-6=-3818/1803 BOT CHORD 2-11=-1487/3416, 9-11=-1491/3440, 8-9= 1508/3448, 6-8=-1506/3426 WEBS 3-11=-81/587, 3-9= 440/736, 4-9=-617/465, 5-9=-340/710, 5-8=-39/580 j NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=24ft eave=4ft Cat. 11; Exp C; Er cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pate grip DOL=1.60 3) Provide ade ivate drainage to prevent water ponding. 4) This truss ITs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss las 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 betwe6n the bottom chord and any other members. 6) Provide meganical connection (by others) of truss to bearing plate capable of withstanding 1019 lb uplift at joint 2 and 992 lb uplift at joint 6. 7) Use USP SNP3 (With 8d x 1-1/2° nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 7-0-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 8) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7 8 12 from the left end to 12-11-4 to connect truss(es) to front face of bottom chord. 9) Fill all nail h' les where hanger is in contact with lumber. 10) SNP3: A inimum of (6) 8d x 1-1/2" nails are required into each member. All nailing Is required In face of supported chords. For sloped apA�Ications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 11) Hanger(s) QI r other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 160 lb up at 7-0-0, 144 Ib down and 189 lb up at 7-8-12, 139 lb down and 188 lb up at 9-8-12, 139 lb down and 188 lb up at 11-4-0, and 139 lb down and 88 lb up at 12-11-4, and 252 lb down and 351 lb up at 14-4-0 on top chord, and 385 lb down and 132 lb up at 14-3-4 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOfi Q CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE($) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE. Design valid f l use only with PvliTeke) connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building des[ Is always reciL Ited fabricallom stRroge, . Bracing Indicated prevent of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANS&VII CualByCdteft DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety InfannaRonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905985 GRF Hip Girder 1 1 I74995 Job Reference (optional) cnamoers Iruss,jInc., ran t-ierce, rL I D:h80i 1 Na41 piNCFzzOnxaS1 zajh4-122taO25vXYZoXVZRPiTs57DNbaByUbCCwtve7ylOp? LOAD CASE(S) I Standard 1) Dead + Roof Eve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads! (plf) Vert: -3= 70, 3-5= 70, 5-7=-70, 12-15=-20 concentrated Loads (lb) Vert:=-66(F) 5= 205(F) 11= 276(F) 8=-339(F) 20= 139(F)22— 139(F)23=-139(F) 24=-139(F) 25= 62(F) 26=-62(F) 27=-62(F) 28=-62(F) Q WARNING - I erBy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. Deslgh valld f use only with MIT00 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building desig �; fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated Is To buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° I Is always requ prevent ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st iage, delivery. erection and bracing of Trusses and truss systems, seeANSUIPII Gual6yCrdedd, DSB-89 and BCSI BuBdMg Component 6904 Parke East Blvd. Saletylntonoptbn vallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 I Job Truss Truss Type city Ply WILLIAMS T14905986 74995 J1 Jack -Open 14 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:11 2018 Page 1 I D:h80i 1 Na41 pi NcFzzOnxaS 1 zajh4-VFcFnk3jgggQPh3m?6Di PJgMw?4Gh?DLQadTAaylOp_ -2-0-0 1-0-0 2-0-0 1-0-0 Scale = 1:8.2 3 5.00 F12 2 o, 0 v 6 4 1 3x4 = 1-0-0 1-0-0 Plate Offsets ( FY)-- (2:0-0-2 0-0-01 LOADING (psf)I' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BODL 10.01 i Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-37/Mechanical, 2=338/0-8-0, 4=-68/Mechanical Max Horz 2=100(LC 12) ax Uplift 3— 37(LC 1), 2=-384(LC 12), 4=-68(LC 1) Max Grav 3=66(LC 12), 2=338(LC 1), 4=109(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- �_10; 1) Wind: ASC Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft L=24ft; eave=4ft; Cat. 11; Exp C; En I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right expose ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Ias 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 betwei n the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3, 384 lb uplift at joint 2 and 68 lb I ,i Iltt at joint 4. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 8904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 © WARNING - I erify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev. 10/032015 BEFORE USE. Design Valid f use oNy w t, MtTek®Conneciofs. This design Is based only upon parameters shown. and Is for an Individual building Component, not ��®® a truss system. fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reclul gd for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI i Cua/CyCtBedd, DSB-89 and BCSI Build/ng Component 6904 Parke East Blvd. Safety/n/onn.,bnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T74905987 J 1 A Jack -Open 2 1 I74995 Job Reference (optional) unamoers I russ, Inc., I I I I I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BODL 10.0 LUMBER - TOP CHORD 80T CHORD REACTIONS. FORCES. (lb) NOTES- 1) Wind:ASCE 11; Exp C; Enl right expose( 2) This truss ha 3) . This truss F will fit betweE 4) Refer to gird( 5) Provide med 2 and 64 lb u ron rrerce, rL ..,a.. , — ... -,..1 — I .,.....y ._ .._ - - - I D:h80i 1 Na41 piNcFzzonxaS1 zaj h4-zRAd?43MR8oH 1 reyZgkxxW DXgPQRQSTUfEMOhOylOoz -2-0-0 1-0-6 2-0-0 1-0-6 SP No.3 SP No.3 1 1-0-6 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.00 5 >999 360 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5 >999 240 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 ze) 3=-35/Mechanical, 2=335/0-8-0, 4=-64/Mechanical Horz 2=101(LC 12) Uplift 3=-35(LC 1), 2= 379(LC 12), 4=-64(LC 1) Gray 3=64(LC 12), 2=335(LC 1), 4=105(LC 12) c. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - Scale = 1:8.2 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 1-0-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and ­ C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. finical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3, 379 lb uplift at joint ift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - J Irify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ilse �' Deslgh vaild f a truss systemefore only with MlTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design) I Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.AAD22314. teet/a, DSB-09 and BCS1 BU➢dfny Component Blvd. afety rnronnol Iognavailable from Ttruss Plate Instiltute, 218 N. Lee Street. Suite 312, Al��af Tampa, FL 3361 Job Truss Truss Type Qty Ply WILLIAMS T14905988 74995 J19 Jack -Open 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:12 2018 Page 1 ID:h80i 1 Na41 piNCFzzOhxaS1 zajh4-zRAd?43MR8oH 1 reyZgkxxW DXgPQ5QSTUfEMOhOylOoz -2-0-0 1-2-3 2-0-0 1-2-3 i Scale = 1:8.6 I 3 I I 5.00 FIT I � 2 I I i 4 I i 1 i I i 3x4 = I 1-23 Plate Offsets X j 1-2-3 Y -- 2:0-0-2 0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7lb FT=20% I LUMBER- BRACING - TOP CHORD 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-2-3 oc puffins. B,QT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. b/size) 3=-25/Mechanical, 2=323/0-8-0, 4=-49/Mechanical Horz 2=104(LC 12) �ax ax Uplift 3— 25(LC 1), 2=-355(LC 12), 4=-49(LC 1) ,ax Gram 3=53(LC 12), 2=323(LC 1), 4=86(LC 12) FORCES. (lb) ! Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1�3.Opsf; h=22ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; En ., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right expose � C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha � been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe � the bottom chord and any other members. 4) Refer to gird "(s) for truss to truss connections. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3, 355 lb uplift at joint 2 and 49 lb u lift at joint 4. I I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - V Illy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ` Design valid for se only with MiiTeke connectors. fits design is based only Upon parameters shown, and Is for an individual bl�d{ng component, not � a truss system. . fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, stor ge, delivery, erection and bracing of trusses and truss systems, seems&vIr Cua1By Cdfeda, DSB�9 and BCSf Building Compononf a Tam FL 33670 P Safety lnrofma navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. f I Job I Truss Truss Type City Ply WILLIAMS T14905989 4995 J2 Jack -Open 4 1 Job Reference o tional ......... ...r _,. ._,.._._:__ — ram.. e.._ „n ..n.nn..o n_o o,,,.,. I Chambers I russ, � II i II i I i-orr Tierce, t-L -2-0-0 2-0-0 1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD BOT CHORD REACTIONS. SP No.3 SP No.3 I D:h8Oi 1 Na41 pi NcFzzonxaS 1 zajh4-Rdk?CQ4_CSw7f?D87XFAUkIiPolQ9vjeuu6ZESylOoy 2-5-9 CSI. DEFL. in (loc) I/deft Ud TC 0.88 Vert(LL) 0.00 7 >999 360 BC 0.23 Vert(CT) -0.01 4-7 >999 180 WB 0.00 Horz(CT) 0.00 2 n/a n/a Matrix -MP Wind(LL) -0.01 4-7 >999 240 ze) 3=41/Mechanical, 2=314/0-8-0, 4=6/Mechanical Horz 2=134(LC 12) Uplift 3=-26(LC 9), 2= 288(LC 12) Grav 3=44(LC 17), 2=314(LC 1), 4=33(LC 12) BRACING - Scale=1:11.3 PLATES GRIP MT20 244/190 Weight: 11lb FT=20% TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. Qb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Eric ', GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-4-13 zone; cantilever left and right posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl e grip DOL=1.60 2) This truss ha been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss h �s been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweei ithe bottom chord and any other members. 4) Refer to girde i s) for truss to truss connections. 5) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 288 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - r .'iY design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design voild far a truss system. se only with IVII ekG connectors. This design Is based only upon parameters shown, and Is for or. Ind eldual building component, not fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall I�racing Indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Is always require prevent of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualifyCifeda, DS9.89 and BCSI Bumeling Component 6904 Parke East Blvd. soletirlmnloirnnall allable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS + '13 T14905990 74996 J3 Jack -Open 1 Job Reference (optional) Chambers Truss ',Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:14 2018 Page 1 I D:hWi 1 Na41 piNcFzzOnxaS1 zaj h4-vpl0PI5czl2_G9oLgEnP 1 xis9C5uuMzn7Yr7mvyl0ox -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:12.4 3 � 5.00 12 I o N 2 I I ! i I g 4 I t I 3x4 = 3-0-0 � 300 I Plate Offsets X -- 2:0-0-10 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a El_CDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13lb FT = 20% LUMBER- BRACING- TOP CHORD x4l SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. �b/size) 3=63/Mechanical, 2=326/0-8-0, 4=19/Mechanical ax Horz 2=147(LC 12) jlax Uplift 3=-37(LC 9), 2=-282(LC 12) lax Grav 3=64(LC 17), 2=326(LC 1), 4=45(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; End , GCpf=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interfor(1) 0-7-13 to 2-11-4 zone; cantilever left and right posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plE 2) This truss ha a grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss hip been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 4) Refer to gird 5) Provide mec '(s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3 and 282 lb uplift at joint 2. I I f I I I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Iff Ily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE �® Design valld for truss tse only with MiTekV connectors. This design Is based only upon parameters shown, and Is for an individual building component, not 'fore The building designer the design Incorporate this design Into the a system. building design. ""Ireuse, must verify applicability of parameters and properly overall Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require fabrication, stor for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of Trusses and Truss systems, seeANSM11 CuainyCr6erb, DSB-89 and SCSI Bulfd/gg Component 6904 Parke East Blvd. Safety/nt6immor unavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aexandrla, VA 22314. Tampa, FL 33610 I i Job Truss Truss Type Oty Ply WILLIAMS .. T14905991 74995 J3B Jack -Open 2 1 i Job Reference o tional Chambers I russ, Fort tierce, I-L 0.1 oa a mat' i" i o rv''en auuou,oa, nice. '"', 6�.....'-"'_ ,.. I-K, I D:h8Oi 1 Na41 pi NcFzzonxaS1 zajh4-Nosmd56Ek3BruJNXEyleZ9q 1 vcPFdpDxLCbg I Ly10ow -2-0-0 3-0-0 2-0-0 3-0-0 H 10 12 Scale = 1:12.4 2-8-0 0-4-0 Plate Offsets X 2:0-0-14 Ede 5:0-5-13 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.88 Vert(LL) -0.04 5 >854 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.08 5 >450 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.10 4 n/a n/a B�DL 10.0 Code FBC2017/TP12014 Matrix -MP Wjnd(LL) -0.05 5 >764 240 Weight: 13lb FT=20% LUMBER- BRACING- TOP CHORD 21A SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD A4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. /size) 3=79/Mechanical, 2=326/0-8-0, 4=3/Mechanical k"Ilax Harz 2=147(LC 12) �) ax Uplift 3— 33(LC 9), 2= 282(LC 12) I )lax Grav 3=84(LC 17), 2=326(LC 1), 4=5(LC 3) FORCES. (Ib) I ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE , Vul—Minph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enc', GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-11-4 zone; cantilever left and right posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl ,e grip DOL=1.60 2) This truss had Deen designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss N&� been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 4) Refer to girde (s) for truss to truss connections. 5) Provide mech'nical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 282 lb uplift at joint 2. ly Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 i ® WARNING - Ve I -ly design parameters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE Mll-7473 rev. 101=015 BEFORE USE. Design valid for S� only with MITekV connectats. This design Is based only upon parameters shown, and is for on Individual building component, not ,fore this design Into the a truss system. building design.. use, the building designer must verify the applicability of design parameters and properly Incorporate overall 'Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I is always requIrej, for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, stordoe, delivery, erection and bracing of trusses and truss systems, seeANSVW11 GuaRlyCriteda, DSO-69 and RCS! Building Component 6904 Parke East Blvd. Safelyinfonnan navailable from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 I Job II Truss Truss Type City Ply WILLIAMS T14905992 74995 J3C Jack -Open 1 1 Job Reference (optional) Chambers Truss !i nc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:15 2018 Page 1 ID:h80i1Na4lpiNcFzzOnxaSlzajh4-NOsmd56Ek3BruJNXEyleZ9glvclTdpDxLCbglLylOow -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:12.4 � i 3 I 5.00 12 r j 0 N 2 I I 10 4 1 I I 3x4 = I 0-4-0 3-0-0 0-4-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.00 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.00 4-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.01 4-9 >999 240 Weight: 13lb FT=20% LUMBER- BRACING- TOP CHORD 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ib/size) 3=43/Mechanical, 2=368/0-8-0, 4=-3/Mechanical ax Horz 2=147(LC 12) lax Uplift 3=-31(LC 9), 2=-318(LC 12), 4=-3(LC 1) ilax Grav 3=47(LC 17), 2=368(LC 1), 4=43(LC 12) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE -10; vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; at. II; Exp C; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-11-4 zone; cantilever left and right posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pill e grip DOL=1.60 f 2) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss ht, s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee il the bottom chord and any other members. 4) Refer to gird (s) for truss to truss connections. 5) Provide mect anical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 3, 318 lb uplift at joint 2 and 3 lb up I I i t at joint 4. i i I Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date: I August 23,2018 ® WARNING - V 'I7ty design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for se only with MITek0 connectors. This design Is based only upon paMatnetelz shown, and is for on Individual building component, rat a truss system. BB building design. Rore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always requirc prevent J for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor, e, delivery, erection and bracing of trusses and truss systems, seeANSLOV11 Qualify CXGdq, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intanna . navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS T14905993 74995 � J5 Jack -Open 11 1 Job Reference (optional) Gnambers 1 r-ortrlerce,M I D:h8Oi 1 Na41 pi NcFzzOnxaS 1 zajh4-rCP8gR6sU NJi W Syjofpt6M NCfohRMGS4asKErnylOov -2-0-0 5-0-0 1 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.02 4-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.06 4-7 >999 240 LUMBER - TOP CHORD BOT CHORD REACTIONS; FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; En left and right DOL=1.60 pl 2) This truss ha 3) ` This truss h will fit betwee 4) Refer to girde 5) Provide mec joint 2. SP No.3 SP No.3 ze) 3=136/Mechanical, 2=396/0-8-0, 4=56/Mechanical Horz 2=196(LC 12) Uplift 3=-100(LC 12), 2=-288(LC 12) Grav 3=136(LC 1), 2=396(LC 1), 4=89(LC 3) Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:16.4 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone; cantilever posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber a grip DOL=1.60 aeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 288 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - Vdiily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. f0/03/20f5 BEFORE USE. Ilse Design valid for'f a truss system. building design. only In MiTe°co connectors. This design Is based only upon parameters shown, and Is for an Individual building component not More use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall Iacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing 'J MiTek" Is always require fabrication, stor. for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 0e, delivery, erection and bracing of trusses and truss systems, seeANSUVII CualByCtBedo, DSB-89 and BCS1 Butld/ng Component 6904 Parke East Blvd.Safetylnfotmat,; navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 f I Job Truss Truss Type Qty Ply WILLIAMS T14905994 74995 J5B Jack -Open 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:23:17 2018 Page 1 ID:h8Oi 1 Na41 piNcFzzonxaSI zajh4-KOzW2n7UFgRZ7cXwMNK6eawNPQ2E5jiEpW4nNDyi0ou -2-0-0 2-8-0 2-0-0 2-8-0 Scale=1:16.4 4 ' 5.00 F12 T I i 3 6 3x4 = 5 0 19 4x5 2 i 12.00 12 7 3x6 I 1 I 3x4 = I 2-8-0 3-0 5-0-0 -8-0 2-8-0 1-0 1-4-0 Plate Offsets X - 2:0-0-10 Ed e LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.01 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.02 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BsDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.03 13 >999 240 Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. B;JT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. � lb/size) 4=94/Mechanical, 2=406/0-8-0, 5=113/Mechanical ax Horz 2=196(LC 12) IN lax Uplift 4=-60(LC 12), 2=-285(LC 12), 5= 28(LC 12) lax Grav 4=94(LC 1), 2=406(LC 1), 5=126(LC 3) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 3-9=-318/155 BOT CHORD 2-7=-276/331, 6-7= 229/311, 3-6= 331/276 NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; En l , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone; cantilever left and right qq posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plE 2) This truss hai ie grip DOL=1.60 I been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 's 3) ' This truss h been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 4) Refer to girde (S) for truss to truss connections. 5) Provide mect, inicall connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 4, 285 lb uplift at joint 2 and 28 Ib u I ift at joint 5. i I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - V I'Iy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design vaild for I ¢e only with Wflei.O connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system. 116,bre use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSVIFIf AaaMyClBeda, DSB-89 and SCSI Bulld(ng Component 6904 Parke East Blvd. Safety tntotmatil ncivailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandria, VA 22314. ll Tampa, FL 33610 I I Job Truss Truss Type City Ply WILLIAMS T14905995 74995 J5C Jack -Open 1 1 Job Reference (optional Chambers Truss ;Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:17 2018 Page 1 ID:h80i1 Na41 piNcFzzOnxaS1 zajh4-KOzW2n7UFgRZ7cXwMNK6eawNPQ_y5jiEpW4nNDylOou -2-0-0 5-0-0 I 2.0-0 5-0-0 Scale = 1:16.4 I 3 I I • i ( 5.00 12 � N o N I I 2 I I 4 I � I 1 3x4 = I ,0-4-0 5-0-0 i 0 0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.02 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.04 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.03 4-9 >999 240 Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. Ib/size) 3=122/Mechanical, 2=425/0-8-0, 4=41/Mechanical lax Horz 2=196(LC 12) lax Uplift 3=-90(LC 12), 2=-309(LC 12) lax Grav 3=122(LC 1), 2=425(LC 1), 4=80(LC 3) FORCES. (Ib) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE I-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; at. II; Exp C; En , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone; cantilever left and right posed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pk a grip DOL=1.60 2) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h 's been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 4) Refer to girde I(s) for truss to truss connections. 5) Provide mect inical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 3 and 309 lb uplift at joint 2. � I I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 I A WARNING - v e fy design parameters and READ NOTES ON THIS AND INCLUDED UI EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for e only with MITeM connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. N 4 ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require: : for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storc e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualllyCdledu, DSB-89 and BCSI Mding Component 6904 Parke East Blvd. Safety Intonno aavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I I I Job Truss Truss Type City Ply WILLIAMS T14905996 74995 J6 Half Hip 1 1 Job Reference (optional) Chambers Truss ;Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:18 2018 Page 1 I D:h80i 1 Na41 piNcFzzOnxaS1 zajh4-obXuF7870_ZQlm66v4rLBnSh W pNmg9sN2ApKvgylOot -2-0-0 4-1.8 -0 5-10-11 7--2-2 2-0-0 4-1-8 1-9-4 7-1-5 ! 3.54 12 4x4 = Scale = 1:18.6 3x4 II 4 5 I 4x4 % — 71 I I 5.00 F12 I I i 2 I I 8 7 6 1 2x3 Il 2x3 II I 3x4 = 3x4 II I i I 4-1.8 5-10-11 7-0-0 4-1-8 1-9-4 1-1-5 Plate Offsets X -- 2:0-0-2 0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.12 8-11 >671 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.30 8-11 >271 240 BCLL 0.0 ! Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 2 n/a n/a B,.CDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.23 8-11 >360 240 Weight: 33 fb FT = 20% BRACING- i yr unvnv y ar rvi ov BOT CHORD 4 SP M 30 WEBS x4 SP No.3 REACTIONS. i FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; Enc 5-10-11 to 6-1 for reactions 2) Provide adegi 3) This truss had 4) ` This truss h; will fit betwee 5) Refer to girde 6) Provide meet joint 2. ze) 6=287/Mechanical, 2=474/0-8-0 Harz 2=193(LC 11) Uplift 6= 144(LC 9), 2=-341(LC 12) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ivr vi ivnv vurLiC vial V-0 ai ,eaum V vI cvuy aVF 16 vs v-v-v vv Fu 1. ­1 except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 5-10-11, Exterior(2) d4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS own; Lumber DOL=1.60 plate grip DOL=1.60 to drainage to prevent water pending. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. .inical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 6 and 341 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 j & WARNING - Ve ly design parameters and READ NOTES ON THIS AND INCLUDED MDEKREFERANCE PAGE 1411-7473 mv. 10MI2015 BEFORE USE. Design valid for only with MITekk® connectors. This design Is based only upon parameters shown, and Is for an tndivkival building component not �' a truss system. ore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. facing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and thus systems, socANSUIPII AuallyCiHarla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safetyrntonma novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 II Job Truss Truss Type Qty Ply WILLIAMS � T14905997 74995 J7 Jack -Open 60 1 Job Reference (optional) Chambers Truss ':Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:23:19 2018 Page 1 I D:h80i 1 Na41 piNcFzzOnxaS 1 zajh4-Gn5GTT9lnl hHNwhlToMak??obDddZdCW GgZuR6yl0os -2-0-0 7-0-0 2-0-0 7-0-0 Scale = 1:20.4 I � I 3 I I I 5.00 12 I _ o cb 8 o m N I a I j 2 I 1 I 3x4 = 4 7-0-0 7-0-0 Plate Offsets X -- 2:0-0-14 Ed e LOADING (psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) -0.09 4-7 >925 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.23 4-7 >358 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a B,(-DL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.16 4-7 >511 240 Weight: 25lb FT=20% LUMBER- BRACING- TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied. 1 CHIT I IVIVJ. 1 FORCES. (lb) NOTES- 1) Wind: ASIDE II; Exp C; En( left and right DOL=1.60 pl< 2) This truss ha. 3) ` This truss h will fit betwee 4) Refer to girde 5) Provide mect joint 2. IVICti11QI11Vg1, G=V! //V-O-V, 4=OG/IVICI,I Ic11111.U1 Horz 2=244(LC 12) Uplift 3= 159(LC 12), 2=-31 O(LC 12) Grav 3=209(LC 1), 2=477(LC 1), 4=126(LC 3) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 6-11-4 zone; cantilever (posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber e grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. Is) for truss to truss connections. inical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 3 and 310 Ito uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 I & WARNING - Ve, fry design parameters and READ NOTES ON THIS AND MICLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for r le only with MITek3 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. ; ore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. 3racing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor c e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII 9ualMyCr/teft DSB-69 and SCSI BUHMV Component 6904 Parke East Blvd. Safety rntonna navailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WILLIAMS � T14905998 74995 HA Jack -Open 1 1 Job Reference (optional) cnamoers i russ j inc., ron rlerce, f-L 2-0-0 11 tf. i ju s lviar i i zu1 a rvu l eK mausires, inc. i nu Aug zo umzs:zu zut m rage r ID:hWil Na41 piNcFzzOnxaSIzajh4-kzffgpANYbp8_4FU1 VtpGCY?JdOkl3SgVUIR_YylOor 2-8-0 3-1-8 , 7-0-0 2-8-0 0-5-8 3-10-8 Ir 0 Scale = 1:20.4 ! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 3 >999 360 MT20 2441190 TCDL 15.0 ! Lumber DOL 1.25 BC 0.76 Vert(CT) -0.15 3 >566 240 BCLL 0.0 ! * Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 5 n/a n/a B,r,DL 10.0! Code FBC20171TP12014 Matrix -MR Wind(LL) 0.13 3 >628 240 Weight: 28lb FT=20% LUMBER- BRACING- ! TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD i i 4 SP No.3 i BOT CHORD Rigid ceiling directly applied or 8-11-11 oc bracing. REACTIONS. �b/size) 4=226/Mechanical, 2=491/0-8-0, 5=82/Mechanical ax Horz 2=244(LC 12) ax Uplift 4= 138(LC 12), 2� 306(LC 12), 5=-16(LC 12) ax Grav 4=226(LC 1), 2=491(LC 1), 5=106(LC 3) I FORCES. (lb) ! Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD �2-7=-374/522, 6-7=-280/440, 6-12= 246/462 NOTES- 1) Wind: ASCE u; VulWoumph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 8=45ft L=24ft; eave=4ft Cat. II; Exp C; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 zone; cantilever left and right 'Srposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pill e grip DOL=1.60 2) This truss ha ' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 4) Refer to girde (s) for truss to truss connections. 5) Provide meclilanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 4, 306 lb uplift at joint 2 and 16II„Jb uplift at joint 5. Walter P. Finn PE No.22639 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING- V ry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ®® DesIgnvalldforilse a truss system. Be,fore only with IVIiTek0 connectors. This design is based only upon parameters shown, and is for can Individual building component, not use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �J building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always require for stability and to prevent collapse wnh possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII AuarByCgedo DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Intomla vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i Job Truss Truss Type Oty Ply WILLIAMS • T14905999 74995 J7B Jack -Open 1 1 Job Reference o tional Chambers Truss, nc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:20 2018 Page 1 ID:hWil Na41 piNcFzzonxaS1 zajh4-kzffgpANYbpB_4FU 1 VtpGCYOYdOpl3SgVUIR_YylOor 2-0-0 2-8-0 3-3-14 7-0-0 2-0-0 2-8-0 0-7-14 3-8-2 Scale = 1:20.4 i 4 " 5.00 12 3 I 11 m N I 13 0 o r 12 6 i I ' 2 4x5 1�2,00 F12 7 1 4x6 i 3x4 = 2-8-0 3-3-14 7-0-0 2-8-0 0-7-14 3-8-2 Plate Offsets X -- 2:0-0-14 Ed a 3:0-2-0 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 3 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.14 3 >585 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 5 n/a n/a BCDL 10.0' Code FBC2017/fP12014 Matrix -MR Wind(LL) 0.13 3 >650 240 Weight: 28lb FT=20% LUMBER- BRACING- ..1.....{M:,.,. .li. ..II., ..I:n.l n• C n n nn n„,linc. r ur Grfur1U G 4 Or IvI ou BOT CHORD 4 SP No.3 REACTIONS. FORCES. (lb) BOT CHORD NOTES- 1) Wind: ASCE II; Exp C; Enc left and right ( DOL=1.60 pla 2) This truss ha: 3) ' This truss hi will fit betwee 4) Refer to girdle 5) Provide mect joint 2 and 19 ze) 4=220/Mechanical, 2=489/0-8-0, 5=86/Mechanical Horz 2=244(LC 12) Uplift 4=-135(LC 12), 2=-307(LC 12), 5=-19(LC 12) Grav 4=220(LC 1), 2=489(LC 1), 5=107(LC 3) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7=-393/532, 6-7=-306/462, 6-12=-261/468 iyr yr— v,—w.—V iicvuy uFF, BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22f; B=45ft; L=24ft; eave=4ft Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 zone; cantilever ,posed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. > been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 4, 307 lb uplift at b uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Ve�l design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE ' Design veld tot use only with M1ITek8 connectors. This design Is based only upon parameters shown, and Is for an Indivlduol building component, not a truss system. 134fore building design. use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require,for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, stoe, dellvery, erection and bracing of trusses and truss systems, seeANSUIPI1 CualByCrllorla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntom7a0aovo(lable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS e T14906000 74995 J7C Jack -Open 12 1 Job Reference (optional) cnamoers i rorr rrerce, ru o. — —1.. , . —, AD a y I D:h8Oi 1 Na41 pi NcFzzO nxaS 1 zajh4-C1 t9A?Jvx?cEghbDP2p04C11 Kj 1 W ipk82_W?ylOoq -2-0-0 2-8-0 3-8-0 7-0-0 2-0-0 2-8-0 1-0-0 3-4-0 Scale = 1:20.4 Plate Offsets (X )-- 12'0-0-10 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.16 5-6 >505 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 5 n/a n/a B�DL 10.01 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.14 5-6 >597 240 Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2�4 SP No.3 'Except' 5: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-7 or bracing. REACTIONS. Ib/size) 4=172/Mechanical, 2=492/0-8-0, 5=130/Mechanical ax Horz 2=244(LC 12) ax Uplift 4=-120(LC 12), 2=-306(LC 12), 5=-36(LC 12) i ax Grav 4=172(LC 1), 2=492(LC 1), 5=149(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-9=-509/201 BOT CHORD 2-7= 3691516, 6-7=-295/463, 3-6=-516/369 NOTES- 1) Wind: ASCE II; Exp C; En I left and right DOL=1.60 pl 2) This truss hast 3) ' This truss h will fit betwee 4) Refer to gird 5) Provide mec joint 2 and 36 -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 zone; cantilever ;posed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. s) for truss to truss connections. .nical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 4, 306 lb uplift at b uplift at joint 5. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - V.Pfy Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 101=015 BEFORE USE. only with MlTek®connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. building design. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is To buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir acing prevent for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor, be, delivery, erection and bracing of trusses and truss systems, seeANSUIPI1 Cua0lyCrBeda, DSO-09 and SCSI BuOding Component 6904 Parke East Blvd. Soretyln/onnafijirruvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS e T14906001 74995 J7D Jack -Open 1 1 Job Reference (optional) unamDers I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER- TOP CHORD BOT CHORD REACTIONS. FORCES. (lb) r-011 Merce, rL o. — .1—. , , ­ ­", ,..„ 1. —..y n ID:h8Oil Na41 piNcFzzOnxaSlzajh4-gMnP5VBd4D3sENPt8wwHLddJkRnumzxzyonY2RylOop E 3x4 = 3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 3-6 >935 360 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.23 3-6 >366 240 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a Code_ FBC2017lTP12014 Matrix -MP Wind(LL) 0.17 3-6 >488 240 SP M 30 SP M 30 ze) 1=312/0-8-0, 2=214/Mechanical, 3=98/Mechanical Horz 1=168(LC 12) Uplift 1= 116(LC 12), 2= 171(LC 12), 3= 17(LC 12) Grav 1=312(LC 1), 2=214(LC 1), 3=135(LC 3) (. Comp./Max. Ten. - All forces 250 ((b) or less except when shown. BRACING - Scale = 1:19.8 m Ch PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 8=4511; L=24ft; eave=4ft; Cat. II; Exp C; Eric ff GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 6-11-4 zone; cantilever left and right exp ed ; end vertical left and right exposed;C-C for members and forces 8r MW FRS for reactions shown; Lumber DOL=1.60 pl a grip DOL=1.60 2) This truss ha i�een 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 betwee the bottom chord and any other members. 4) Refer to girde11 s) for truss to truss connections. 5) Provide mech 'nical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 1, 171 lb uplift at joint 2 and 17b uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 i ® WARNING - Valy Design valid for U design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. 33ee only with Nlttelc9 connectors. This design Is based only upon patameiers shown, and Is for on Individual building component, not �A a truss system. B(�rore building design. Is always requlr fabrication, sfora Safety Infonna use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Indlvidual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the je, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCt8eda, DSB-89 and BCSI Building Component all able from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS I � T14906002 74995 KJ2 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:23 2018 Page 1 ID:h80i 1 Na41 piNcFzzOnxaS1 zajh4-SYKnlgCFrW BjrX_3idRW urAclgCPVQB6BSX5atylOoo 2-10-0 2-10-0 Scale = 1:9.9 2 • i 4.62 12 NAILED i 7 I ' 1 I 8NAILED 3 i 3x4 = 2.10-0 2-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0I Code FBC20171TPI2014 Matrix -MP Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 1=78/0-8-8, 2=54/Mechanical, 3=18/Mechanical ax Horz 1=60(LC 8) Sfax Uplift 1=-27(LC 8), 2=-40(LC 8), 3=-7(LC 8) ax Grav 1=136(LC 28), 2=84(LC 28), 3=59(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 11; Exp C; Eno 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4f; Cat. �., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 pill fe grip DOL=1.60 2) Truss design tl for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End D ails as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Gable studs s aced at 2-0-0 oc. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss hts been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1, 40 lb uplift at joint 2 and 7 lb uplift fat joint 3. 8) "NAILED" Ind gates 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD i ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 2� 70, 3-4=-20 Concentrated cads (lb) Vert: 'i =49(F) 8=44(F) I Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 iDate: I August 23,2018 I A WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design void for Use only wRh Iv11Tek-V connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. BBB building design.l'lpracing ;fore use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always reclulrecl prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, stord0e. delivery, erection and bracing of trusses and truss systems, seeANSW11 OualCyCrReda, DS8.89 and BCSI Bul?d6ig Component 6904 Parke East Blvd. Tampa, FL 33610 safety Informati onavallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type I Oty Ply WILLIAMS « T14906003 74995 KJ2A Diagonal Hip Girder 1 1 Job Reference (optional) I Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:24 2018 Page 1 j ID:hWi1 Na41 piNcFzzOnxaSi zajh4-clu9WADtcgJaThZGGLyIR2ikhEXIEtRF06Gf7JylOon -2-2-0 2-10-0 2-2-0 2-10-0 Scale = 1:11.5 3 i T NAILED 8 � 4.62 12 N , m ur o 2 9 4 NAILED i 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.02 4-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 4 BOT CHORD 4 REACTIONS. b/size) 3=21/Mechanical, 2=289/0-8-8, 4=-17/Mechanical ax Horz2=138(LC 24) ax Uplift 3— 17(LC 17), 2=-265(LC 8), 4=-45(LC 17) SP M 30 SP M 30 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ax Grav 3=56(LC 28), 2=303(LC 28), 4=93(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 11-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22f; B=45ft; L=24ft eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss design d for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End D °tails as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable studs aced at 2-0-0 oc. 4) This truss hasbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 6) Refer to girderi(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171b uplift at joint 3, 265 lb uplift at joint 2 and 45 Ib u lift at joint 4. 8) "NAILED" Ind dates 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-5=-20 Concentrate Loads (lb) Vert: 'a=68(B) 9=44(B) Walter P. Finn PE No.22839 WTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ®WARNING - V 'ty design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1­7473 rev. 10/032075 BEFORE USE. Design valid to., use only with MITeR�D connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��� a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall individual Truss members only. Additional Temporary and permanent bracing MiTek building design. Is always regWretl Bracing Indicated Is To prevent buckling of web and/or chord for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.SafefV fabrication, stor�ae, delivery, erecflon and bracing of trusses and truss systems, seeAStSI/IPII AualCyCrlle77a, DSO-09 and BCSI Bu9d/ng Component FL 33610 rnrortno7jpravailable from Truss Plate Institute, 218 N. Lee Sheer, Suite 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type Qty Ply WILLIAMS • T14906004 74995 KJ3 Diagonal Hip Girder 2 1 Job Reference (optional) cnamoers I rues; Inc., t-ori Tierce, I-L LOADING (p: TCLL 20 TCDL 15 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD 1 O. IOU 5 IVlar r r ZU 10 1111 eA Ir1UUSUItlS, 1116. I IIU —9 LJ VO.ZJ LU 1O ray. 1 I D:h80i 1 Na41 piNcFzzOnxaS1 zaj h4-cl u9W ADtcgJaThZGGLyI R2ikhEYkEtRFQ6Gf7Jy10on ' 2-2-0 3-2-10 NAILED NAILED Scale = 1:12.3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TIC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.01 4-7 >999 180 Rep Stress Incr NO W B 0.00 Horz(CT) 0.00 2 n/a n/a Code FBC2017/TPI2014 Matrix -MP Weight: 14lb FT=20 BRACING- (4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. (4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. 'lb/size) 3=64/Mechanical, 2=349/0-8-8, 4=9/Mechanical Wax Harz 2=145(LC 8) ax Uplift 3=-39(LC 7), 2=-305(LC 8) ax Grav 3=66(LC 25), 2=349(LC 1), 4=96(LC 21) i FORCES. (lb) ' Max. Comp./Max. Ten. - All forces 250 1 or less except when shown. NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enc., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss li been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h � s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 4) Refer to gird �(s) for truss to truss connections. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3 and 305 lb uplift at joint 2. 6) "NAILED" ind1pates 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD GASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(St Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (pit) Vert: 3— 70, 4-5=-20 Concentrate �oads (lb) Vert: 8=121 6=1 Walter P. Finn PE Ni MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 Q WARNING - Vild Design valld for a truss system. building design Is always require fabrication, storbge, Safety Infolmat design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 10/032015 BEFORE USE Ise only with MITI connectors. This design is based only upon parameters shown, and Is for an Individual building component not fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 3 for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSUIPIi CuaW Crfl ft DSS-09 and SCSI Su9dIng Component 6novailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek• 6904 Parke East Blvd. Tampa, FL 33610 I Job 'job Truss Truss Type City Ply WILLIAMS T14906005 74995 Diagonal Hip Girder 6 1 Job Reference (optional) Chambers Trussl'Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:23:25 2018 Page 1 ID:h8Oi 1 Na41 piNcFzzOnxaSlzajh4-5xSYj W DW N8R05r8Sg2T_zGFsueoXzE2PfmOCfmylOom -2-9-15 5-2-9 9-10-1 2-9.15 5-2-9 4-7-8 Scale: 1/2'=l' 4 Special Iq Special 13 3.54 F12 Special 3x4 5:� Special 3 12 N d. Special N Special 11 2 14 15 7 16 6 1 SNP3 SNP3 2x3 II SNP3 5 3x5 = Special Special Special 3x4 = 5-2-9 9-10-1 5-2-9 4-7-8 j Plate Offsets X -- 2:0-1-8 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 7-10 >995 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 j' Rep Stress Incr NO WB 0.43 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight: 43lb FT=20% LUMBER- BRACING- ..1 ,.A ,. M..,.1L.I.....Ir.....04 nlinA nr a n_n nn nirlinc. BOT CHORD WEBS REACTIONS. I FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE II; Exp C; En( DOL=1.60 pli 2) This truss ha 3) ` This truss h will fit betweE 4) Refer to gird( 5) Provide mecl joint 2 and 1( 6) Use USP SN truss(es) to h 7) Use USP SN truss(es) to IT 8) Use USP SN truss(es) to fr 9) Fill all nail ho 10) SNP3: A mi sloped appli 11) Hanger(s) o 1-6-1, 145 II and 121 lb L is the respo 12) In the LOAF LOAD CASE(S) or rw ov SP M 30 SP No.3 ze) 4=165/Mechanical, 2=516/0-10-15, 5=305/Mechanical Horz 2=243(LC 8) Uplift 4=-129(LC 8), 2=-416(LC 8), 5=-104(LC 5) Grav 4=165(LC 1), 2=751(LC 28), 5=373(LC 28) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1001 /266 337/936, 6-7=-337/936 )/321.3-6=-996/359 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft Cat. GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber grip DOL=1.60 )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 4, 416 lb uplift at lb uplift at joint 5. 3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 1-6-1 from the left end to connect 1t face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 4-4-0 from the left end to connect it face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg, down. 3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 7-1-15 from the left end to connect It face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. where hanger is in contact with lumber. 'num of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For lions, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. ether connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 136 lb up at Town and 136 lb up at 1-6-1, 49 lb down and 49 lb up at 4-4-0, 49 lb down and 49 lb up at 4-4-0, and 93 lb down at 7-1-15, and 93 lb down and 121 lb up at 7-1-15 on top chord. The design/selection of such connection device(s) jbility of others. ;ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 & WARNING - Ve design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for a truss system. building design. to only with MiTekV connectors. This design Is based only upon parameters shown, and Is for an Individudt building component. net touse, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek I Is always require prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlomstor e, delivery, erection and bracing of trusses and truss systems. seeANSV7PI1 CualByCrffeda, DSB-89 and BCSI Bu➢ding Component 6904 Parke East Blvd. Safety Inflonnab liqavallable from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS • T14906005 74995 KJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Chambers i ruSql Inc., tort vierce, I-L 0. 1 IU b Mar I I eV 10 IVI1 I eR IT MLIbU lUb, 11 IU. I I IU / Uq GO Vo. 0— — I O "V. c I D:h80i 1 Na41 piNcFzzonxaSI zajh4-Z70wxsE88RZHj?jeNm_DWTo1 d28mihlYtQIIBCylooI LOAD CASE(Sj Standard 1) Dead + Roof -ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa § (plf) Vert:'-4=-70, 5-8=-20 Concentrate Loads (lb) Vert:; 1=113(F=56, 13=56) 13=-74(F=-37, B=-37) 14=108(F=54, B=54) 15=4(F=2, B=2) 16=-56(F=-28, 13 -28) i ®WARNING - erfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/032015 BEFORE USE Design valid f J use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component riot a truss system. fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg I. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° Is always requ 16d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcation, st( {age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CualBy Ci fedi DSB-89 and SCSI Bu2dfny Component 6904 Parke East Blvd. Se fetytn/olmcdfor/ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 "e I ' 74995 KJD Diagonal' Hip Girder 1 1 Job Reference (optional) T14906006 Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 08:23:27 2018 Page 1 ID:hWi 1 Na41 piNcFzzOnxaSlzajh4-1 Kal8CFmvlh8K91rxTVS2hK8uSTLR9ji64VJjeylOok -2-9-15 3-8-8 5-1-8 9-10-1 2-9-15 3-8-8 1-5-0 4-8-9 Scale: 1 /2'=V 4x5 I I S NAILED NAILED � 3.54 12 I NAILED 15 NAILED 4 N 2x3 II 14 NAILED 8 NAILED 13 8 8x10 % 18 7 O 2 0 17 NAILED 46 = t2NAILED NAILED 16 9 NAILED tl NAILED 4x5 = 3x5 = NAILED 3-8-8 5-1.8 9-10-1 3-8-8 1-5-0 4-8-9 Plate Offsets 8:0-4-0 0-4-12 9:0-3-4 0-2-4 LOADING (pst' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.14 7-8 >844 360 MT20 244/190 TCDL 15.d Lumber DOL 1.25 BC 0.51 Vert(CT) -0.31 7-8 >373 240 BCLL O.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.12 7 rda n/a BCDL 10.0 Code FB02017/rP12014 Matrix -MS Wind(LL) 0.18 7-8 >633 240 Weight: 45lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc puffins, BOT CHORD x4 SP M 30 except end verticals. WtBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 7=299/Mechanical, 2=529/0-10-15, 5=216/Mechanical �fAax Horz 2=201(LC 5) Max Uplift 7= 98(LC 5), 2=-437(LC 8), 5=-127(LC 8) Max Grav 7=346(LC 30), 2=760(LC 28), 5=216(LC 1) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1503/333, 3-4=-1518/366 BOT CHORD 2-9= 464/1391, 8-9=472/1463, 7-8=-394/1139 WEBS 3-9=-576/196, 4-8=-182/763, 4-7=-959/297 NOTES- 1) Wind: ASC '7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45fh L=24ft; eave=4ft; Cat. II; Exp C; E cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 p ate grip DOL=1.60 2) This truss h IS been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss 'as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet we " n the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me �Tanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 7, 437 lb uplift at joint 2 and 127 I 'uplift at joint 5. 6) Gap betwee II inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidiines. 8) In the LOAC CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES Standard 1) Dead + Rol Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (pif) Ve 1-5=-70, 9-10=-20, 8-9= 20, 6-8=-20 Concentrat Loads (lb) Ve 1 13=113(F=56, B=56) 14= 13(F=-7, B=-7) 15=-13(F= 7, B=-7) 16=108(F=54, B=54) 18=-170(F= 85, B=-85) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - l erity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE, Deslgh valld f use only with MITek0 connectors. This design Is based only upon parameters Shown, and Is for on Individual building component not ' a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig 1. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always requ ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sic iage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuoMyClBede, DS9-09 and SCSI Building Component Solely IntanntiNorravaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i 6904 Parke East Blvd. Tampa, FL 33610 I Job Truss Truss Type City Ply WILLIAMS � T14906007 74995 MV2 Valley 2 1 Job Reference (optional) ,naMD131S I I tort rieice, rL 3x4 2-0-0 ID:h80i1Na41piNcFz 0;n aS1zajh4-VWBgLYGOg3p7yltlVB1hbutSJrw4AhRrLkEsG5yl0oj snnFi—q- 2 3 Scale = 1:6.9 1,1 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.d Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL O.G Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.S, Code FBC2017/rP12014 Matrix-P Weight: 5lb FT=20% LGMBER- �X4 BRACING - TOP CHORD SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. IJb/size) 1=57/2-0-0, 2=44/2-0-0, 3=13/2-0-0 wlaxHorz 1=31(LC12) IjVlax Uplift 1= 21(LC 12), 2=-38(LC 12) Max Grav 1=57(LC 1), 2=44(LC 1), 3=25(LC 3) FORCES. (Ib) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Er cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right expose C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requir6s continuous bottom chord bearing. 3) This truss h 's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss I iIas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe In the bottom chord and any other members. 5) Bearing at jc int(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of t paring surface. 6) Provide me ,hanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 38 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 WARNING - IVerifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaild f f use oniy wlth MilekD cohriectors. This design Is based only upon parameters shown, and Is for an individual buliding component, not a truss system. building deslg fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r&acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllronal temporary and permanent bracing MiTek' Is always requ fabrication, 06 ed for stability and 10 prevent collapse with possible personal Injury and properly damage. For general guidance regarding the age, delivery, erection and bracing of trusses and truss systems, seeANSW11 CuGWYCrlleft DSB-89 and BCS1 BuOding Component 6904 Parke East Blvd. Sate/yfntormoKonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i I Job Truss Truss Type city Ply WILLIAMS T14906008 74995 MV4 Valley 2 1 Job Reference o tional cnamoers i russ,l mc., r-ori tierce, M 3x4 i o. wv a mai i i cv i o rycn a ���m I D:h80i 1 Na41 pi NcFzzOnxaS 1 zajh4u-ziii2ZuGORMxsaSSD3uYx86QXvFDmv8g?ZN_QoXylOoinco,u,�. 4-0-0 4-0-0 � 3x4 II 2 3 Scale = 1:11.1 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20. - Plate Grip DOL 1,25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.19 Vert(CT) n/a Trier 999 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-P Weight: 131b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. W�E BS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=141/4-0-0, 3=141/4-0-0 Max Horz 1=95(LC11) Max Uplift 1= 65(1_C 12), 3=-71(LC 12) FORCES. (14) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASI II; Exp C; Tight expo 2) Gable req 3) This truss 4) ' This true will fit bet% 5) Provide m joint 3. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft L=24ft eave=oft Cat. nff cl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and id;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 res continuous bottom chord bearing. !j s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 len the bottom chord and any other members. chanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 1 and 71 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 0 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design val{d or Use onty Wim MITek-D connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a Truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de n. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Addilional temporary and permanent bracing MiTek° Is always re Uired fabrication'! forage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANS/pp/1 GuoWyCdteda, DSO-89 and BCSt Building Component 6904 Parke East Blvd. Safetylnfon iotibnovailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WILLIAMS T14906009 74995 MV6 Valley 2 1 Job Reference (optional) cnamoers I rush; Inc., rorr Fierce, rL 6-0-0 ID:h80il Na41 piNcFzzonxaSlzajh4-RuGRmEHeBg3jBcOPcb3AgJyiUfflebwBoljzKzylOoh 3x4 11 2 Scale = 1:15.7 3 3x4 5�- 3x4 II LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20. Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.66 Vert(CT) n1/a n/a 999 BOLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10. i Code FBC2017/TPI2014 Matrix-P Weight: 20lb FT=20% LUMBER- ( BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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. Qb/size) 1=231/6-0-0, 3=231/6-0-0 Max Horz 1=156(LC 11) Max Uplift 1= 107(LC 12), 3=-117(LC 12) FORCES. Qb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 TOP CHORD 2-3=-225/337 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45tt; L=24ft; eave=4ft Cat. j Il; Exp C; E CI., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 p ate grip DOL=1.60 2) Gable requi s continuous bottom chord bearing. 3) This truss IT been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe an the bottom chord and any other members. 5) Provide me( anical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 1 and 117 lb uplift at joint 3. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - 1 erfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101=2015 BEFORE USE. 1 Design valid t � use only with MlTek(9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. building desIgi Before use, the building designer must verify the appllcablIlly of design parameters and properly Incorporate this design Into The overall i Bracing Indicated is To buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always recluhed prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st¢fage, delivery, erection and bracing of trusses and truss systems, seeANS&7PII CualBy CNaft DSB49 and BCSI SuBdhrg Componon/ 6904 Parke East Blvd. Safef9 fn/onnodonavallabie from Truss Wale Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 r MVS l Valley 12 1 1 T14906010 74995 Chambers FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 08:23:30 2018 Page 1 I D:h80i 1 Na41 pi NCFzzOnxaS 1 zajh4-RuGRmEHeBg3jBcoPcb3AgJyi 1 fYZeZu8o ljzKzylOoh 8-0-0 3x4 11 3 Scale=1:20.1 5 4 3x4 2x3 II 3x4 II I LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.q Plate Grip DOL 1.25 TC 0.44 Vert(LL) tVa n1a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n1a n1a 999 BCLL ad ' Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 4 n1a n/a BCDL 10. Code FBC20171FP12014 Matrix-P Weight: 29lb FT=20% LUMBER- BRACING - TOP CHORD �xit SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS x4 SP No.3 REACTIONS. I'Ib/size) 1=103/8-0-0, 4=136/8-0-0, 5sf03/8-0-0 Max Harz 1=217(LC 11) Max Uplift 1=-19(LC 12), 4=-72(LC 9), 5=-241(LC 12) Max Grav 1=114(LC 18), 4=139(LC 17), 5=403(LC 1) I i FORCES. (Ib)' Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 336/212 WEBS 2-5=-333/439 NOTES- 1) Wind: ASC 17-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; E c;L, GCpj=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 4-0-0, interior(1) 4-0-0 to 7-10-4 zone; cantilever left and right a osed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 p ate grip DOL=1.60 2) Gable requi s continuous bottom chord bearing. 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 j will fit betwe n the bottom chord and any other members. 5) Provide mec hanicai connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1, 72 lb uplift at joint 4 and 241 lb uNft at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 © WARNING - ,ieri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull-7473 rev. 10/03/2015 BEFORE USE. Design valid f use only with MlTe'4D connectors. This design is based only upon parmeters shown, and Is for an Individual building component, rat a truss system, fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design'. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requi'!'d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st9�age, delivery, erection and bracing of trusses and truss systems, seeANSUIP/i Qua/ByCiOeda, DSO-89 and SCSI Budding Component 6904 Parke East Blvd. Sotety/ntomtanovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 I Job Truss Truss Type . Qty Ply WILLIAMS ` T14906011 74995 MV10 Valley 2 1 Job Reference (optional) cnambers I rus I I I il Inc., ron Fierce, t-L �f 10.0-0 ID:h80i 1 tZl piNcF.OnxaS1 zajh4-VWBgLYGOg3p?yltl VB1 hbutKzrrGAfirLkEsG5ylooj 3x4 11 Scale =1:24.9 3 3x4 ' 2x3 51 43x4 I LOADING (Ps � SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.) Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 4 n/a n/a BCDL 10:0 Code FBC2017/TPI2014 Matrix-S Weight: 37 lb FT = 20 i LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 1 2x4 SP No.3 except end verticals. WEBS '2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=147/10-0-0, 4=178/10-0-0, 5=496/10-0-0 Max Horz 1=278(LC 9) Max Uplift 1=-34(LC 12),.4=-95(LC 9), 5=-296(LC 12) i Max Grav 1=157(LC 18), 4=182(LC 17), 5=496(LC 1) FORCES. (1 -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/238, 3-4=-175/254 WEBS 2-5=-396/461 NOTES- 1) Wind: ASC E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD L=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; (icl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 zone; cantilever left and rig t exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 I late grip DOL=1.60 2) Gable req'res continuous bottom chord bearing. 3) This truss jtas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This trusi il 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 betiA een the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1, 95 lb uplift at joint 4 and 296 lb;itplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING 1 Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valld �or use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building de Is always re n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabricatlon orage, delivery, erection and bracing of trusses and truss systems, seeANSYMIJ QualifyClCedn, DSO-89 and BCSI Buf)dfgg Component 6904 Parke East Blvd. Sa/etyLo I ' aHonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WILLIAMS 4 T14906012 74995 S Half Hip 1 1 Job Reference o tional unamDers i russl Inc., t-on tierce, t-L LOADING (p: TCLL 20 TCDL 15 BCLL C BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (It TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASC II; Exp C; E to 6-10-4 z( reactions sl 2) Provide ad( 3) This truss t 4) * This truss will fit betw( 5) Provide me joint 6. SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 * Rep Stress Incr YES Code FBC2017/TPI2014 SPM30 SP M 30 SP No.3 *Except* 2x4 SP M 30 ID:hBOi 1 Na41 piNcFzzonxaSizajh4-v5pp_alGy_CapmbcAJaPDXVro3v5NznH1 hTWsOylOog 6-3-8 7-0-0 6-3-8 0-8-8 4x4 = 3x4 11 5.00 12 2 3 3x, 3x4 I 6x8 = 7-0-0 2-3-0 CSI. DEFL. in (loc) I/defl Ud TC 0.56 Vert(LL) -0.02 4-5 >999 360 BC 0.14 Vert(CT) -0.05 4-5 >999 240 WB 0.35 Horz(CT) -0.00 4 n/a n/a Matrix -MP Wind(LL) 0.00 5 **** 240 b/size) 4=278/0-5-8, 6=198/1-6-8, 5=127/0-3-8 lax Horz 6=396(LC 9) lax Uplift 4=-289(LC 9), 6=-161(LC 8) lax Grav 4=327(LC 17), 6=241(LC 18), 5=255(LC 3) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. 1-2=-256/216,1-6=-371/369 5-6=-634/514, 4-5=-634/514 2-4=-303/423, 1-4=-364/501 BRACING- Scale=1:38.2 PLATES GRIP MT20 2441190 Weight: 52 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticafs. BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=24ft; eave=4ft; Cat. lL, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-8, Exterior(2) 6-3-8 e; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for wn; Lumber DOL=1.60 plate grip DOL=1.60 uate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide in the bottom chord and any other members. panical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 4 and 161 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - I rlfy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mll-7473 rev. 10/OMOIS BEFORE USE. Design valid to use only with MiTake connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. desigr ofore use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW building Is always requi prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation. st ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualifyCrifeda, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Inform navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job pi Truss Truss Type I Oty Ply WILLIAMS T14906013 74995 VA Valley 1 1 Job Reference (optional) 3x4 I D:hBOi 1 Na41 pi NcFzzonxaS 1 zaj h4-N HN BBvJvj HKRRwAok05eIk243TGg6V0RGLC4Psyl0of 3-4-0 3-4-0 Scale = 1:9.7 3x4 11 2 3 I ( i LOADING (psf, 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0�Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0` Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a I BCDL I O.G Code FBC2017/TPI2014 Matrix-P Weight: 10lb FT=20% LUMBER- ! BRACING - TOP CHORD x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, BOT CHORD x4 SP No.3 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ! lb/size) 1=111/3-4-0, 3=111/3-4-0 Max Horz 1=75(LC 11) ax Uplift 1=-52(LC 12), 3= 56(LC 12) FORCES. ob)l Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. If NOTES- f 1) Wind: ASC �I7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; En I., GCpi=0.18-, MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right expose ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requir s continuous bottom chord bearing. 3) This truss hE been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss Eas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe '�n the bottom chord and any other members. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1 and 56 lb uplift at joint 3. I Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - I' rrfy design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid to , use only with MITekV connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ' Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M6Tek° building desig Is always requi Bracing prevent of d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, sto; e, delivery, erection and bracing of trusses and truss systems, seeANsWI► aualdy cdfoda, DS8-69 and SCSI Budding Component 6904 Parke East Blvd. safety Informc Nonuvailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WILLIAMS s T14906014 74995 VB Valley 1 1 Job Reference (optional) chambers i rus$I Inc., tort weece, f-L 3x6 = 3x4 = 1 2 5 0. roe s rVlar I I eU 18 rVll l ea I51UUsr11tlb, InG. I r A 9 co Vo.GJAO c i o ray. I D:h80i 1 Na41 pi NCFzzOnxaS 1 zaj h4-sTxZPFKKUbSl241_I kctlyaBtsYfrygaU?ydxlylOoe 5-4-0 1 m 4 3x4 H 3x4 Scale=1:12.8 5-4-0 Plate Offsets (X - )-- f2:0-3-0 0-2-41 I LOADING (psf)', SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0I Code FBC2017/TPI2014 Matrix-R Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc pudins, BOT CHORD x4 SP No.3 except end verticals. WIEBS 1 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=201/5-4-0, 3=201/5-4-0 ax Harz 4= 11O(LC 8) ax Uplift 4=-107(LC 8), 3=-95(LC 12) FORCES. ((b) • Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-157/257 NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; B=45ft; L=24ft; eave=oft Cat. II; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 4-0-6, Interior(1) 4-0-6 to 4-7-4 zone; cantilever left and right exp6sed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 ply . e grip DOL=1.60 2) Provide adeq ate drainage to prevent water ponding. 3) Gable require?, continuous bottom chord bearing. 4) This truss ha (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss hs been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 6) Provide mecinical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4 and 95 lb uplift at joint 3. 11 Walter P. Finn PE No.22639 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 I ® WARNING - Ve Design valid for ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10I032015 BEFORE USE se only with MrTeka connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not� a truss system. BE ore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always require I for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeANSy7PI1 CualflyCrBedd, DSB-89 and BCS/ BUOd/Rg Component 6904 Parke East Blvd. SoIle Intotmallorpvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Nantes PLATE LOCATION AND ORIENTATION 3 " Center plate On joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-In-sixteenths (Drawings not to scale) Failure to Follow Could Cause Properfy Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss lateral braces themselves 0 WEBS Iq 4 wide spacing, individual may require bracing, or alternative Tor I c I0 bracing should be considered. O U _ » O U 3. Never exceed the design loading shown and never Inadequately braced trusses. ay�° stack materials on Oi 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate a7$ a6-7 cs-a �- BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-11ia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably y protected from 'Plate location details available in MiTek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. t software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire treated, lumber. [CC -ES Reports: use with retardant preservative or green The first dimension is the plate 10, Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular 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 used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at design. output. Use T or I bracing spacing indicated on if indicated. Lumber design values are in accordance with ANSI/TPI 1 14, Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 16, Do not cut or alter truss member or plate without 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. � ,s 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words -- - - and- ictures)-before-use.-Reviewip - ictures-alone _DSB- Is not sufficient. - a e s;� Connected�ood-Traeor1 a for Bracing. : Designig BCSI: Building Component Safety Information, BCSI: Campo MiTek 20. Design assumes manufacture in accordance with g Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate , MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Connected Wood Trusses.