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HomeMy WebLinkAboutTRUSSLuni6er, esibrn.values are in accordance with ANSI/TPI 1 section 6.3 These trussid0signs rely on lumber values established by others. �:1 MiTek° RE: 75240 - YANCY Site Information: Customer Info: KATHLEEN & HERBERT YAN Lot/Block: Subi Address: N/A City: PORT ST LUCIE Stat( Name Address and License # of Structural E Name: Address: City: General Truss Engineering Criteria & Des Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 40.0 psf Project Name: YANCY ion: MiTek USA, Inc. 6904 Parke East Blvd. Model: Tampa, FL 33610-4115 FL ineer of Record, If there is one, for the building. License #: State: Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.1 Wind Speed: 170 mph Floor Load: N/A psf This package includes 66 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby ce.�ify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. 1 Seal# Truss Name I Date 1 IT144829391A 7/5/18 118 1 iT14482957 62 7/5/18 12 1 T14482940 J Ai 1 7/5/18 119 I T14482958 I GRA 1 7/5/18 13 1 T14482941 1 A2 1 7/5/18 120 JIT14482959 1 GRB 1 7/5/18 1 14 1 T14482942 1 ATA 1 7/5/18 121 JIT14482960 1 GRID 1 7/5/18 1 5 1 T14482943 1 ATB 7/5/18 122 T`14482961 I GRG 1 7/5/18 6 1 T14482944 1 ATC 7/5/18 123 1 T14482962 1 GRP 7/5/18 7 1 T14482946 1 ATK 7/5/18 124 IT14482963IJ1 7/5/18 8 1 T14482947 1 ATL 7/5/18 125 JIT14482964IJlP 7/5/18 9 1 T14482948 1 ATM 7/5/18 126 JIT14482965IJ3 7/5/18 10 1 T14482949 1 D 7/5/18 127 JIT14482966IJ3B 7/5/18 11 I T14482950 D1 7/5/18 128 JIT14482967IJ3P 7/5/18 12 1 T14482951 D2 7/5/18 129 JIT14482968IJ5 1 7/5/18 13 1 T14482952 1 D3 7/5/18 130 T14482969 J5P 7/5/18 14 1 T14482953 D4 7/5/18 31 JIT14482970 J7 7/5/18 15 T14482954 1 D5 7/5/18 132 T14482971 RA 7/5/18 16 T14482955 I G 7/5/18 133 11 T14482972 1 J7P 7/5/18 17 1 T1 4482956 1 G1 1 7/5/18 134 1 1 T144829731 JA 1 7/5/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Floridalis February 28, 2019. IMPORTANT NOTE: The seal on these truss coi that the engineer named is licensed in the jurisdiction(s) designs comply with ANSI/TPI 1. These designs are baE shown (e.g., loads, supports, dimensions, shapes and dE given to MiTek. Any project specific information include file reference purpose only, and was not taken into accoL these designs. MiTek has not independently verified the parameters or the designs for any particular building. Be should verify applicability of design parameters and prop, into the overall building design per ANSI/TPI 1, Chapter, ponent designs is a certification entif led and that the d upon parameters ign codes), which were is for MiTek's customers it in the preparation of pplicability of the design )re use, the building designer ly incorporate these designs RECEIVED AUG 0 8 2018 ST. Lucie County, Permitting ER P, GE IV No 22839 :?�•: S OF :•�/: 000 i Walter P. Finn PE No.22839 MiTek USA, Inc. FL l:ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 Finn, Walter 1 of 2 im RE: 75240 - YANCY Site Information: Customer Info: KATHLEEN & HERBERT YAN Lot/Block: Sub Address: N/A City: PORT ST LUCIE St�tlI No. I Seal# I Truss Name Date 135 IT144829741JAl 7/5/18 136 I T14482975 1 JA5 1 7/5/18 137 I T14482976 1 JA7 1 7/5/18 138 I T14482977 I JB 1 7/5/18 139 I T14482978 I JB1 1 7/5/18 140 I T14482979 I JB3 1 7/5/18 141 I T14482980 I JB5 1 7/5/18 142 1 T14482981 I JG3 1 7/5/18 143 1 T14482982 1 JG7 1 7/5/18 1 144 1 T14482983 1 KJ7 1 7/5/18 145 1 T14482984 1 KJ7G 1 7/5/18 146 1 T14482985 1 KJA 1 7/5/18 147 1 T14482986 1 KJA7 1 7/5/18 148 1 T14482987 1 KJG7 1 7/5/18 149 I T14482988 1 KJP 1 7/5/18 150 1 T14482989 1 P 1 7/5/18 1 151 1 T14482990 1 P 1 1 7/5/18 152 1 T14482991 1 P2 1 7/5/18 153 1 T14482992 1 P3 1 7/5/18 1 154 1 T14482993 1 P4 1 7/5/18 155 I T14482994 I P5 1 7/5/18 156 1 T14482995 1 V5 7/5/18 157 1 T14482996 1 V23 1 7/5/18 158 1 T14482997 1 VA 1 7/5/18 159 1 T14482998 1 VB 1 7/5/18 160 1 T14482999 1 VC 1 7/5/18 161 1 T14483000 1 VE 1 7/5/18 1 162 1 T1 4483001 1 VF 1 7/5/18 163 1 T14483002 1 VG 1 7/5/18 64 T14483003 1 VH 7/5/18 65 T14483004 VK 7/5/18 166 I T14483005 1 VL 1 7/5/18 I ' Project Name: YANCY Model: ision: FL 2of2 Job Truss Truss Type aty Ply YANCY r t T14482939 75240 A Hip 1 1 Job Reference (optional) I . 7-8: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 12=1207/0-8-0, 16=968/0-7-4 Max Horz 12=115(LC 11) Max Uplift 12=-799(LC 12), 16� 557(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except 1hen shown. TOP CHORD 1-2=-1580/1135, 2-3=-1726/1308, 3-4— 1479/1079, 4-5=-1b59/1085, 5-6= 1300/1078, 6-7=-1445/1058 BOT CHORD 1-12=-1088/1552, 11-12= 1253/1552, 9-11=-1124/1520, 8ff 9=-360/412 WEBS 3-11_ 247/348, 4-11=-50/292, 5-11=-279/300, 5-9=-360/298, 6-9=-23/264, 7-9= 600/907, 2-12= 459/525, 7-16=-1323/1060 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLi=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. 1 II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) O[O-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 25-2-15, Interior(1) 25-2-15 to 27-2-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 12 and 557 lb uplift at joint 16. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 I ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. -- Design valid for use ordy with MITeM connectors. TNs design Is based ody urn parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual trussv{eb and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible persona Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPIi Qua/ByCt9e11a, DS8-09 and 8CS18ufid(ng Component 6904 Parke East Blvd.Safety inlofmaBaflavaitabie from Truss Plate Institute. 218 N. Lee Street, sultejl 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY y n T14482940 75240 At Hip 1 1 Job Reference (optional) cnamuers muss, inc., run rien:e,-_- ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-n1LHln9fnRF5BOdjlFMgBMOxk7f3TVGcK5t6idKz?Ble 6-10-5 0 7- 13-0-0 19-0-0 3-3-14 27-11-32 224:-0 5-4-0 -- -134.6-5 41 I Scale: 1 /4'=1' U6 4x6 = • 4 20 21 5 4.50 12 3x5 3x4 % 19 6 3 6x10 = 7 4x8 II 17 18 2 N �o d I� 1 o 13 12 I11 10 9 8 _ • 4x8 — 3x6 II 6x8 = 4x5 = 5x6 = 4x5 = 2-0-0 2 4 7-8-0 13-0-0 19-0-0 27-11-3 2-0-0 0-4- 5-4-0 5-4.0 6-0-0 8-11-3 Plate Offsets (X Y)-- rl:0-5-5 0-1-81 f2'0-3-4 2-1-8j (2:0-0-10 0-1-12j 17:0-6-12 0-1-01 i13:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0. 9 Vert(LL) -0.09 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0A0 Vert(CT) -0.17 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.02 17 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.12 11-12 >999 240 Weight:171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc puffins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=1207/0-8-0, 17=968/0-7-4 Max Horz 13=140(LC 11) Max Uplift 13= 799(LC 12), 17=-557(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except hen shown. TOP CHORD 1-2= 1470/923, 2-3=-1567/1053, 3-4=-1458/1087, 4-5=-13 7/1077, 5-6=-1448/1097, 6-7= 391/288, 8-14=-533/757, 7-14=-533/757 BOT CHORD 1-13=-850/1406, 12-13=-1015/1494, 11-12=-1015/1494, 9 11=-884/13311 8-9=-892/1164 WEBS 3-12=-227/324, 5-9= 39/253, 6-9=-46/280, 6-8=-1091/859 2-13=-321/404, 7-17=-1234/899 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave--4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) OJO-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 23-5-12, Interior(1) 23-5-12 to 27-2-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Lhord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL — 10.Opsf. 6) Bearing at joint(s) 17 considers parallel to grain value using ANSVTPI angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 13 and 557 lb uplift at joint 17. I Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 I -- ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE � Design valid for use only with Miiek® connectors. fits design Is based only u n parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must velify the applicabilitu f 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 NiiTek' Is always required for stability and to prevent collapse with possible personallinjury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss syste s, seeANSU1Pl1 CualByCi fedo, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Infonnaf on3vallabte from Truss Plate Institute, 218 N. Lee Street, Sulte1312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY 1 f T14482941 75240 A2 Hip 1 1 -Job Reference o tional uriamDers I russ, Inc., Yon vierce, YL 2-4-0 7-10-5 • 2A_n S-R-S 4x8 11 20 4x8 — 2 0 1 0 • 15 8-8-0 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-EXr7?UgPCZD2dnl,Vp4BOvDUno30bE,leUKXrF9mz?Bid 17-0-0 , 22-3-14 27-11-3 2-0-0 5-3-13 5-7-5 I 4x6 4x5 = 4.50 12 5 6 2E 3x4 :3x6 � 3x4214 6xl2 = 8 14 13 12 11 10 9 3x6 11 6x8 = 4x5 = 4x5 = 3x5 11 4x5 = Scale =1:49.3 9 6 o� I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.9 Vert(LL) -0.07 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.14 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.316 Horz(CT) 0.02 19 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.11 12-14 >999 240 Weight: 182lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc puffins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 15=1207/0-8-0, 19=96810-7-4 Max Harz 15=165(LC11) Max Uplift 15= 799(LC 12), 19=-557(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except w en shown. TOP CHORD 1-2=-1454/873, 2-4= 1579/1037, 4-5=-13111998, 5-6= 116 /1005, 6-7=-1299/1017, 7-8=-1335/950 BOT CHORD 1-15=-824/1413, 14-15=-989/1413, 12-14= 989/1413, 11-1=-765/1163, 10-11= 838/1211, 9-10= 254/359 WEBS 4-14=-173/298, 4-12_ 378/250, 6-11=-189/268, 7-10=-298 326, 8-10=-6231902, 2-15=-402/492, 8-19=-1249/862 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0�-0 to 3-0-0, interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 17-0-0, Interior(1) 21-2-15 to 27-2-3 zone; cantilever left and right expos d ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load none ncurrent with any other live loads. 5) *This truss has been designed for alive load of 20.Opsf on the bottom hard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate ca fable of withstanding 799 lb uplift at joint 15 and 557 lb uplift at joint 19. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103&015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only u n parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability o design parameters and property Incorporate this design Into the overall � building design. Bracing indicated Is to prevent buckling of Individual truss w b and/or chord members only. Additional temporary and permanent bracing Wek Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss syslenjs, seeANSJ4P11 ®uaiByCdtedd, DSB-89 and BCSI Buffd/ng Component 6904 Parke East Blvd. Safety lnfotmaflonavaliable from Truss Plate Institute. 218 N. Lee Street, Suite 3112, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY r 1 T14482942 75240 ATA ATTIC 6 1 Job Reference o tional cnamoers i russ, nrc., run rierce, rr- ' r 4.0-13 0 0 6 0 7x8 i 2 23 18 15 16 3x6 I I 0.7-14 0-74 0- i 0 1 0-7-3 ID:fc6ZRoaxnh?vyJnkAMEaoiztkk-BwzuOAigkAUmt4StwUDu_eZETs_3iaJmnrKMEfz?Bib 15-6-2 20-7-0 1 25-10-6 _ 11 ;3 , 2-6-15 5-0.14 5-3-6 4-0-13 4x4 = 4.50 12 3x4 — 6 5x8 MT1 BHS = 2x3 II 245 7 25 4x6 4 17 5x6 3 I 3x4 11 g 14 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 10.0 Lumber DOL 1.25 BC BCLL 0.0 ' Rep Stress Incr YES WB BCDL 10.0 Code FBC2017fTP12014 Matr LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.OE *Except* 7-13: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 2-15,7-13: 2x4 SP M 30, 2-18: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-7-3 except Qt=length) 10=Mechanical, 1=M (Ib) - Max Horz 22=-205(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 1 except 9 Max Grav All reactions 250 lb or less at Joint(s) 10, 1 exct FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-4=-1697/828, 4-5=-1571/909, 5-6= 324/221, 7-8=-1961, BOT CHORD 14-15=-254/471, 13-14=-528/1515, 12-13= 16/273, 7-12= 9-11=-1013/2284 WEBS 8-12=-577/386, 5-17=-1323/748, 7-17= 1323l748, 2-14= NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL: 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -4 12-11-3 to 15-11-3 zone; cantilever left and right exposed ;C-C for meml DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonc 5) ' This truss has been designed for a live load of 20.Opsf on the bottom c will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-17, 7-17 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate c i Qt=lb) 9=663, 22=674. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Scale=1:58.2 9 26 7x10 = 7x14 MT1814oS I I 10 a ' Iq 3x6 II 4x8 = Im o 13 6x8 11 DEFL. in (loc) I/dell Ud Vert(LL) -0.16 13 >999 360 Vert(CT) -0.30 13 >999 240 Horz(CT) 0.07 10 n/a n/a Wind(LL) 0.16 13 >999 240 BRACING - PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 185 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. b63(LC 12), 22= 674(LC 12) 9=1366(LC 19), 22=1351(LC 18) Ten shown. )21, 8-9= 2484/1271 18/511, 11-12= 1015/2269, 2/1124 2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=oft Cat. 7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) s and forces & MW FRS for reactions shown: Lumber 'rent with any other live loads. In all areas where a rectangle 3-6-0 tall by 2-0-0 wide (5.0 psf) applied only to room. 13-14 angle to grain formula. Building designer should verify able of withstanding 100 lb uplift at Joint(s) 10, 1 except Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND /NCL—L( MITEK REFERANCE PAGE MI1-7473 rev, 10)0312015 BEFORE USE -- Design valid for use only with MITek� connectors. This design Is based only upo parameters shown, and Is for an Individual building component, not the building designer the incorporate this design Into the overall �� a truss system. Before use, must verify applicability ofldesign parameters and properly buiding design. Bracing indicated Is to prevent buckling of Individual truss wep and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss system , seegNSl/IP/l QualityCrllerta DS8�9 and BCS18ut1dlrtg Component 6904 Parke East Blvd. Safety infolmallonavoilable from Truss Plate Institute- 218 N. Lee Street, Suite 3P12, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY 1 1 T74482943 75240 ATB ATTIC 3 1 Job Reference (optional) CnamDers Iuss, Inc., ron vierce, rL — —. -.. , I — -,. ,,,., - ..�,..., _.,._ . _,_ . I D:fc6ZRoaxnh?vyJnkAMEaoizi kk3-f6XGdWiiVUCdUE03UCk7W S6SPGK7R5CwOV4vm5Z?Bia -4-0-13 .7- 7.9.3 8-9-7 12. 1-3 17-0.15 21.2-1 25-3-2 2 -1 •6 29-11-3 • 4-0-13 •7- 7-1-15 1-0-0 4-1;-12 4.1.12 4-1-2 4-1.2 -7- 4.0-13 4.50 Fi2 4x4 = ' 3x4 • 3x4 i 3x4 8 287 • 3x4 II 56 3x6 5�- 4 24 • 3 3x4 I I vo 4x10 2 v 27 N12 221 rT 6 6x8 23 22 19 7-7-0- 5x6 = 3x5 11 5x - 6x12 = 3x10 II 8-9.7 B-9-3 -0-0-7 7-0 7-9-3 7- -3 17-0-15 4-0-7 7-0 7-1-15 0. 00. -4 I 8-3-8 0-10.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 3x4 = 9 29 2x3 II -3x4 10 3x6 11 12 4x12 = llrl� 13 6 17 16 15 - 4x5 = 3x5 I I 4x5 = SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.07 17 >999 360 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.16 17 >999 240 Rep Stress Incr YES WB 0.3� Horz(CT) 0.02 26 n/a n/a Code FBC2017[TPI2014 Matrix -MS Wind(LL) 0.12 17 >999 240 30 Scale =1:63.1 14 v N Im c Io 0 PLATES GRIP MT20 244/190 Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 22-23,20-21,18-19,15-18: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 15-16. WEBS 2x4 SP No.3 "Except` 2-25,13-26: 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except Qt=length) 25=0-7-3, 20=0-8 0, 26=0-7-3. (lb) - Max Harz 25=205(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-108(LG 12), 14=-105(LC 12), 25= 538(LC 12), 20=-247(LC 12), 26=-627(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 14 excep 25=849(LC 1), 20=508(LC 18), 26=1017(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except w en shown. TOP CHORD 2-4=-1001/73514-5= 854/774, 5-6= 8701787, 6-7= 733/713 9-10=-7311693, 10-12= 795/637, 12-13=-925/673 BOT CHORD 2-25= 767/650, 20-21= 399/802, 19-20=-1091329, 17-19=-331/691, 16-17= 466/827, 13-26=-997/730 WEBS 13-16=-583/974, 7-24=-635/522, 9-24=-635/522, 2-21=-41 /759 NOTES- I 1J Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=I4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=2611, eave=oft, Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (directional) and C-C Extefior(2) -4 0-7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 zone; cantilever left and right exposed ;C-C for mem ers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom c1h ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 25, 26 considers parallel to grain value using ANSUT i I 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1, 105 lb uplift at joint 14, 538 lb uplift at joint 25, 247 lb uplift at joint 20 and 627 lb uplift at Joint 26, 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, I0h13/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upop parameters shown. and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing ind�ated is to prevent buckling of Individual truss welS and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systemsr, seeANSWIi QualityCdledd, DSB-09 and BCS18ugding Component Safety/nformallbrlavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 3,12, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job 75240 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 Truss Truss Type Qty Ply YANCY r r T14482944 ATC ATTIC 1 1 :Job Reference (optional) Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:46 2018 Page 1 I ID:fc6ZRoaxnh?vydnkAMEaoizl kk3-7J4ersjwGokU6ObG2vFM33fZYgnIAVv3E9pTIYz?BIZ -7- 4-8-6 8-9-7 12-11-3 17-0-15 21-2-1 2S-3-2 2 -10 6 4-1-14-1-12 4-1-2 4-1-2 -7- Scale = 1:53.1 4x4 = 4.50 12 7 3x4 = 3x4 = 2x3 II 46 8 25 2x3 II 5 9 3x6 � 20 3x4 5�- 3x4 11 3x4 3 4 10 26 vo 7x12 = 6x12 = v 11 2 23 IE 18 17 11 _B-0-0 14 13 12 36 II 4x5 = 461= x5 = 4x5 = 3x5 II 0-7.4 7- 4-8-6 11, -7 17-0-15 21-2-1 25-3-2 2 -1 -7• 4.1-1 4-14 I 8-3-8 4-1-2 44-2 7 0.0-1 1.0 5 6 Edge1 SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.5 Vert(LL) -0.14 14-16 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.23 14-16 >999 240 Rep Stress Incr YES WB 0.5 1 Horz(CT) -0.02 21 rt/a n/a Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.10 14-16 >999 240 Weight: 185lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 cc puriins. BOT CHORD 2x8 SP 240OF 2.0E `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Except: 2-18,11-12: 2x4 SP No.3 6-0-0 cc bracing: 2-22 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=92/Mechanical, 21=1070/0-7-3, 22=1240/0-7-3 Max Harz 22=185(LC 11) Max Uplift 1=-96(LC 12), 21= 518(LC 12), 22=-660(LC 12) Max Grav 1=92(LC 1), 21=1216(LC 20), 22=1380(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except w en shown. TOP CHORD 2-3=-1547/742, 3-5=-1779/808, 5-6= 1586/825, 8-9= 1587/ 41, 9-10=-1779/829, 10-11= 1461/743 BOT CHORD 2-22=-1186/689, 16-17= 648/1483, 14-16=-586/1595, 13-1=-632/1342, 11-21=-1138/643 WEBS 2-17=-633/1462, 3-17=-557/260, 5-16=0/425, 9-14=0/421, -20= 1779/774, 8-20=-1779/774, 10-13= 657/301, 11-13=-629/1409, 10-14-731455, 3-16=-101/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2J Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=.2psf; BCDL=3.Opsf; h=15ft B=4511; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -4-Q-7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncolncurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom c i ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-20, 8-20 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 21, 22 considers parallel to grain value using ANSI/T I I 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capi ble of withstanding 96 lb uplift at joint 1, 518 lb uplift at joint 21 and 660 lb uplift at joint 22. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only parameters shown, and Is for an Individual building component, not � %f a truss system. Before use, the building designer must verify the applicability of {iesign parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss we and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systemsJ seeAMS&7PIi QualityCr9edd, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Ntannatblravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY r r T14482946 75240 ATK Attic 11 1 Job Reference (optional) unamoers r russ, mc., roT[ tierce, r-L -4-0-0 Q-8-1 7-10-4 4 0 0 8- 7-2-3 3x6 3 4x10 2 ' pp 20 o 3-1111 -11 �11- Plate Offsets (X,Y)-- f2:0 16 3x5 I I 7-2-3 4x4 = 4.50 12 3x4 6 2x3 11 21 5 4 17 /I8 I 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 10.0 Lumber DOL 1.25 BC BCLL 0.0 Rep Stress Incr YES WB BCDL 10.0 Code FBC2017lrP12014 Matt I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-311COFYlAoP_CLile9Klg8UkvoTQ2eJMMiTIaNOz?BIX 16-1-12 23-3-15 2p-0-p 28-0-0 4-1-12 7-2-3 -8- 4-0-0 14 3x4 = 7 P2 2x3 11 8 3x6 9 4x12 = 10 23 12 13 65 = 3x5 11 23-3-15 24-0-0 27-11 Scale = 1:54.8 11 N y I6 7 jo rn 0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.1513-15 >999 360 MT20 244/190 Vert(CT) -0.2513-15 >999 240 Horz(CT) -0.03 11 n/a n/a Wind(LL) 0.1213-15 >999 240 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16,12-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' 2-19,10-18; 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except gt=length) 18=0-8-0, 19=0-8-0. (lb) - Max Harz 19= 188(LC 10) Max Uplift All uplift 100lb or less atjoint(s) except 1=-101(LC 12), 11=-101(LC 12), 18=-614(LC 12), 19= 614(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 11 except 18=1312(LC 19), 19=1313(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except w , en shown. TOP CHORD 2-4=-1569/674, 4-5=-1389r/34, 5-6=-21/273, 6-7=-21/273, 7-8=-1389/734, 8-1 0=-1 569/674 BOT CHORD 2-19=-1234/715, 13-15=-383/1386, 10-18= 1234/715 WEBS 8-13=-96/304,10-13=-318/1294,4-15=-96/304,2-15=-318/ 257,5-17=-1624/734, 7-17= 1624/734 NOTES- 'Q Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= .2psf; BCDL=3.opsf; h=15ft; B=45fh L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -3-1 1-10 to-0-11-10, Interior(1)-0-11-10 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonco current with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom lord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 18, 19 considers parallel to grain value using ANSI/TRI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 1, 101 lb uplift at joint 11, 614 lb uplift at joint 18 and 614 lb uplift at joint 19. WalterP. Finn PE No.22839 10) Attic room checked for U360 deflection. MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK AEFERANCE PAGE Mil-7473 rev, f0/03/2015 BEFORE USE. 'and Is for an Individual building component, Design valid for use only with MITek® connectors. This design Is based only uporl parameters shown,not �� a truss system. Before use, the buliding designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall buading design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syslems,1seeANSF/Mil Cualtly CrBeft DSB-69 and BCSI Sulld/ng Component 6904 Parke East Blvd. Safety lnformallon3vaitable from Truss Plate Institute, 218 N. Lee Street, Suite 31?, Alexandria, VA22314. Tampa, FL 33610 Job I russ Truss Type , ty Ply YANCY T14462947 75240 ATL Attic 1 1 Job Reference (optional) cnam0ers I russ, m., ron rle—, — I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-xo0352IgOPW MLmVfIVjk6Y2OcZ69FK7LICM7yLz?9XQ 4.50 12 4x4 — Scale=1:47.0 7 3x4 = 3x4 = 2x3 II 25 6 8 26 2x3 II _ 5 19 9 3x6 i 3x4 11 4 4x8 O 6x12 = 3 ED d 10 3x4 2 23 24 0 0 a 1 i Tm— 0 OEM 3x10 11 6x8 = 15 t4 I 13 8-0-0 12 11 4xB = 18 17 16 3x6 11 4x5 r x 4x5 = 45 I I FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 2-0-0 3-4-0 4.644- 0 6-3.7 11-10-4 20-1.12 27.11-3 2.0.0 1-4-0 1.2-4 1-7-7 5�•13 &3-8 7-9.7 0-1-12 Plate Offsets (X Y)-- 110:0-6-12 0-1-01 Ill 1•Edge 0-3-81 i16:0-4-0 0-3-121 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 0.5i1 Vert(LL) -0.15 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.26 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.01 23 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MJ Wind(LL) 0.14 12-14 >999 240 Weight: 180lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' 10-11: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. All bearings 2-8-0 except Qt=length) 18=0-3-8, 23=0-7-4. (lb) - Max Horz 17=177(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 17= 148 12), 18= 234(LC 12), 23=-425(LC 12) Max Grav All reactions 250 lb or less at-joint(s) 18 except 1( 18), 16=2209(LO 1), 23=1058(LC 19) BRACING - TOP CHORD BOT CHORD 18), 16= 1195(LC 12),16=3130(LC FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-319/502, 2-24=-314/524, 2-3= 485/1201, 3-4=-1506%639, 4-5=-1424/647, 5-25=-1314/697, 6-25=-1282/700, 8-26=-1283/688, 9-26=- 315/685, 9-1 0=-1 470/598 BOT CHORD 1-18= 473/364, 17-18= 473/364, 16-17= 452/232, 15-16= 38/266, 14-15= 138/266, 13-14=-465/1304, 12-13=-465/1304, 11-12=-298/536 WEBS 3-14— 455/1389, 5-14=-116/296, 6-19_ 1548/687, 8-19= 1 48/687, 10-12=-176/854, 2-17=-173/717, 3-15= 571/275, 3-16=-1496/718, 2-16=-851/265, 10-23— 1517/770 Structural wood sheathing directly applied or 5-0-8 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-14,11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-14.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0 P-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Extedor(2) 16-0-0 to 19-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonce ncurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-19, 8-19 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 7) Bearing atjoint(s) 23 considers parallel to grain value using ANSUTPI dangle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1483 ib uplift at joint 17,1195 lb uplift at joint 16, 234 lb uplift at joint 18 and 425 lb uplift at joint 23. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 10) Attic room checked for U360 deflection. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 LW^U lir1—%1 I oranuaru A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED trEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon�parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of deslgn parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web'ond/or chord members only. Additional temporary and permanent bracing nn IY7oTek� Is always required for stability and to prevent collapse with possible personal InJUry and property damage. for general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss sysfems.F.ANSUlP11 GualltyCiffedd, DSB-89 and BCS1 BuOding Component 6904 Parke East Blvd. Safety lnfonaatioarvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 31 Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY t 1 T14482948 75240 ATM Attic 6 1 Job[ o tional L,namuefs i ru5a, mu., rut r nuke, r� -- — -- - - - ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-TGuXuZn34KMn1C9UDgTrXm7MLLhSfriQoOQXE_lz?BIU 3-4.0 6.3-7 11-10-4 13-8-11 1 1 -5 16-0-0 L%G:11 1 5 2a1-12 27-11-3 • 2-4-0 1•a0 2.11.7 5-6-13 1.10 0- 0 2-a11 2-a11 a- 0 1.1 a7 7-9-7 Scale=1.47.5 4x5 = 4.50 F12 7 3x4 = 3x4 = 2x3 1 3 6 8 24 2x3 11 • 5 � 17 9 3x6 i 3x4 11 4 3x4 0 = 3 ]&12 v 10 4x2 1122 4x8 = 0 0 1EE`t 0 16 15 14r 13 B-0-0 12 11 3x6 11 4x5 _ 6x8 4x5 = 4x5 11 3-4-0 2-0-0 2 6-3-7 11-10-4 20-1-12 27.11-3 2-0-0 2-11-7 5-6-13 I 8-3-6 7-9-7 1.0-0 Plate Offsets (X Y)-- f1'0-6-9 0-1-121 f2.0-4-12 2-2-0) (10:0-6-12 0-1-0) j11:Edge 0-3-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) -0.23 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.41 12-14 >742 240 BOLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 21 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-MSI Wind(LL) 0.23 14 >999 240 Weight: 174lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD 2x8 SP 240OF 2.0E 1 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11: 2x4 SP M 30 WEBS 1 Row at midpt 6-8 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 16=1283/0-8-0, 21=1057/0-7-4 Max Harz 16=177(LC 11) Max Uplift 16=-753(LC 12), 21=-503(LC 12) Max Grav 16=1380(LC 21), 21=1224(LC 20) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except w en shown. TOP CHORD 1-2= 1863/698, 2-3= 1858/762, 3-5=-1983/846, 5-6=-17491868, 6-7= 87/402, 7-8= 76/391, 8-9=-17651883, 9-10= 1979/826 BOT CHORD 1-16=-603/1707, 15-16= 755/1824, 14-15=-755/1824, 12-14— 677/1778, 11-12= 313/568 WEBS 3-14=-237/299, 5-14=0/460, 9-12= 49/378, 6-17— 2201/956 8-17=-2201/956, 10-12=-375/1346, 3-15— 473/340, 10-21=-1719/877 NOTES- 1) Unbalanced roof live loads have been considered for this design. ?.)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=2psf; BCDL=3.Opsf; h=15ft B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-01-rO to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0 zone; cantilever left and right exposed ;C-C for members and forcgs & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncollcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-17, 8-17 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load 5.0 psf) applied only to room. 12-14 7) Bearing at joint(s) 21 considers parallel to grain value using ANSUTPI 1 ngle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 753 lb uplift at joint 16 and 503 lb uplift at joint 21. 9) Attic room checked for U360 deflection. WalterP. Finn PE No.22839 MiTek USA, Inc. Fl. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERANCE PAGE 11111-7473 rev. 10/03MIS BEFORE USE. Design valid for use only with Mitek(D 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 esign parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss webland/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSWII Gualr'fy Cd illd, DSB-89 and SCSI BufrdIng Component 6904 Parke East Blvd. Safety lnfonnaBonavallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t ty Ply T14482949 75240 D Half Hip I 1 1 �YANCY Job Reference (optional) a 1 an s non. 19 9n17 MTak Industries_ Inc Thu Jul 5 10:44:18 2018 Pace 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk kk3-206hFgcOGChL7EDdbKIAI?rho 1 ZbwlXrmgR?Ssz?9Cx 2-4-0 6-6-7 11-0-0 16.10-0 22-7-15 2300 2-4-0 4.2-7 4-5-9 5-10-0 5-10-0 -4- Scale =1:39.2 4x6 = ` 4 2x3 11 5x10 = ' 4 1617 5 18 6 4.50 F12 3x4 3 m 4x8 II 15 b 2 ; ,4 In 0 0 4x8 = — 10 8 7 11 8x10 = L44= 4x8 = 3x4 = 23-0-0 22.11.12 6-7 11-0-0 0 2200 4 16-10-0 22-6-8 2z 588 I 0-3-13 0-0-4 Plate Offsets (X Y)-- (2.0-5-12 0-2-Oj (4.0-5-4 0-2-0j (6:0-2-8 0-2-12j (10:0-5- 0-6-oI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.2 Vert(LL) -0.04 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.613 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-Md Wind(LL) 0.05 9-10 >999 240 Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 =1 018/0-8-0 (min. 0-1-8), 14=774/0-3-0 (min. 0 1-8) Max Horz 14=256(LC 12) Max Uplift 11= 674(LC 12), 14=-460(LC 12) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wljen shown. TOP CHORD 1-2— 1020/607, 2-15=-1086/689, 3-15=-1071/700, 3-4=-1150/847, 4-16=-893/706, 16-17= 893/706, 5-17=-893/706, 5-18= 893/706, 6-18=-89311706 BOT CHORD 1 -11 =-533/969, 10-11= 533/969, 9-10= 513/952, B-9— 547/ 040 WEBS 4-9=-72/270, 5-8=-390/416, 2-11=-229/306, 6-8� 745/952,-10=307/367, 6-14=-782/611 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45fh L=24ft eave=4ft; Cat. - II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-010 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonco�tcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capa le of withstanding 674 lb uplift at joint 11 and 460 lb uplift at joint 14. I LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERANCE PAGE M!l-7473 rev. 10/0312015 BEFORE USE. Design for MiTek® This design Is based only upon Oarameters shown, and is for an individual building component, not � valid use only with connectors. a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing indicated Is to buckling of Individual truss web chord members only. Additional temporary and permanent bracing MOW prevent and/or is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, eANS&VII QualifyCiBeda, DSB-69 and BCSI Buildlny Component 6904 Parke East Blvd. Safety Intormationavaliabte from Truss Plate Institute, 218 N. Lee Street. Suite 311 Alexandria, VA 22314. Tampa, FL 33610 Job I rusS Truss Type Qty Ply YANCY r T14462950 75240 D1 Hip i 1 .Job Reference (optional) cnarwers i russ, inc., run rierce, rL 2-4-0 6-10-5 2.4-0 4-6-5 0-9-11 4.50 12 3x4 % 17 3 4x8 11 16 2 0 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-4jNywzgeER615W NDIY1 o2esu5QZa11 F7ts7e?R?z?9AH 21-0-0 I 23-9-13 24r1�14 4x8 = 4 18 19 20 21 11 10 9 4x8 = 12 3x6 I I 6x8 = 45 = Scale=1:42.0 Sx6 = 5 46 = 4x10 6 ,5 1 R 8 7 4x8 = 3x6 = 24-1-14 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.09 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Horz(CT) 0.01 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSI Wind(LL) 0.07 9-11 >999 240 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 4-8 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1063/0-8-0 (min. 0-1-8), 15=821/0-3-0 (min. Max Harz 12=243(LC 12) Max Uplift 12=-700(LC 12), 15= 488(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except w TOP CHORD 1-2=-1136/681, 2-16= 12391803, 3-16— 1225/817, 3-17=-11 4-18=-525/499, 18-19=-525/499, 19-20= 525/499, 20-21=-E 5-6=-567/473 BOT CHORD 1-12=-628/1102, 11-12= 902/1102, 10-11= 902/1102, 9-10: WEBS 3-11=-217/304, 4-9— 78/376, 4-6=-599/476, 5-8=-218/289, i 6-15=-827/693 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-( 23-6-10 zone; cantilever left and right exposed ;C-C for members and for grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncc 5) ' This truss has been designed for a live load of 20.Opsf on the bottom of will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 15 considers parallel to grain value using ANSVTPI 1 < capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capa joint 15. LOAD CASE(S) Standard shown. 363,4-17=-1036/877, t99, 5-21=-525/499, 2/1102, 8-9=-821/1024 :-575/733, 2-12=-337/427, psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. to 3-0-0, Intefior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to & MW FRS for reactions shown; Lumber DOL=1.60 plate irrent with any other live loads. I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide e to grain formula. Building designer should verify of withstanding 700 lb uplift at joint 12 and 488 lb uplift at 0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 Mr ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED rEl(REFERANCE PAGE Mll-7473 rev. f0=2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not �� a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seoANSVWIi Qua/ByCdfenh, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Informanon3vailable from Truss Plate Institute. 218 N. Lee Street Suite 312, Mexandria. VA 22314. Tampa, FL 33610 Job Truss I russ I ype Qty Ply YANCY T14482951 75240 D2 Hip 1 i Job Reference (optional) UnamDers I russ, inc., ron r ierca, rL 3x6 � 3x4 4 3 4x10 II 17 2 — ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-JXX341bx55pIFCc5Zig5F5a11 brgl2QCZcmae1 A94 2S-3-11 4x8 4x5 = 4.50 12 5 19 6 18 cEn 12 11 10 9 4x8 = 13 3x6 II 6x8 4x5 = 4x8 = 2.0-0 0-4-0 6-4-0 Plate Offsets (X,Y)--r2:0-6-0,0-2-01,r5:0-5-4,0-2-01,r7:0-2-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 10.0 Lumber DOL 1.25 BC BCLL 0.0 Rep Stress Incr YES WB BCDL 10.0 Code FBC2017/TP12014 Matr LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 DEFL. in (loc) I/dell Ud Vert(LL) -0.0510-12 >999 360 Vert(CT) -0.11 10-12 >999 240 Horz(CT) 0.01 16 n/a n/a Wind(LL) 0.0810-12 >999 240 BRACING- 04-1 Scale=1:45.0 20 21 74x10 a N Co 16 Io 8 1 3x6 = 4x6 = 253-11 25-3-8 -10-3 24-11-11 103 0-17 0-3-13 0.0-4 PLATES GRIP MT20 244/190 Weight: 176 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1109/0-8-0 (min. 0-1-8),16=867/0-3-0 (min. 0- -8) Max Harz 13=216(LC 12) Max Uplift 13=-732(LC 12), 16= 51O(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 1-2=-1256/754, 2-17= 1382/901, 3-17= 1368/901, 3-4=-1262918, 4-18= 1087/857, 5-18— 1014/870,5-19— 765/732,6-19= 765/732,6-20=-815/715,20-21=-8171706, 7-21=-879/703 1 BOT CHORD 1-13=-713/1229, 12-13= 955/1229, 11-12=-955/1229, 10-11= 955/1229, 9-10= 741/958 WEBS 4-12=-153/286, 4-10=-366/256, 5-10— 178/371, 5-9= 391/30' , 7-9= 482/690, 2-13=-404/496, 7-16=-8821718 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=15ft; B=45ft; L=25ft; eave=4ft; Cat. - 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0- to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Extedor(2) 15-0-0 to 19-0-0, Inteffor(1) 23-2-15 to 24-8-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncor}current with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 13 and 510 lb uplift at joint 16. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MgEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an Indlvdual building component. not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonai temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, se ANSMII Auafily Ci feda, DSB-69 and BCS/ Building Component 6904 Parke East Blvd. Safety infoanallonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, A, lexandfla, VA 22314. Tampa, FL 33610 Job rusS Truss Type city Piy YANCY T14482952 75240 D3 Roof Special I 1 1 Job Reference (optional) cnamcers i fuss, inc., ron rrerce, rL 2-4-0 6-1-12 it-6-14 2-4-0 3.9-12 5-5-2 3x6 4 2x3 II 3 48 II 19 2 i 0 15 14 _ 4x8 3x6 11 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-vUvnbuzOodjvTzU2tjkMOdMcV5Qg32umiwnj6kz?986 26-59 21.6-12 26-0-1 26T1-R 4-612 4-5-5 0. 7 0-0.1 4x4 = 12 6 20 3x4 5 13 11 11 6x8 — 45 = 3x6 I I Scale=1:47.2 21 2X3 11 7 22 4x10 8 v m El 18 iq lr_ 0 10 4x5 = 9 3x6 = 4x6 = 26-5-9 4.1.6 6613 9-1-8 0. 3 0.0.4 Plate Offsets (X Y)-- (2-0-5-12 0-2-01 (8.0-3-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.05 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.11 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.53 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS1 Wind(LL) 0.08 13 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 15=1155/0-8-0 (min.0-1-8), 18=914/0-3-0 (min. 0- -8) Max Horz 15=190(LC 12) Max Uplift 15=-762(LC 12), 18=-533(LC 12) Max Grav 15=1155(LC 1), 18=915(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1375/739, 2-19= 1418/814, 3-19=-1404/824, 3-4=-142Y�1922, 4-5= 1324/931, 5-20=-988/755, 6-20=-934/764, 6-21= 934/794, 7-21= 978/7Q2, 7-22= 896/663, 8-22=-964/656 L BOT CHORD 1-15= 654/1286, 14-15= 856/1335, 13-14=-856/1335, 12-13I-856/1335, 11-12=-856/1335, 10-11=-551/872 VNEBS 3-14=-246/271, 5-11 =-599/381, 6-11 =-235/420, 7-10=-298/344, 8-10=-493/857, 8-18=-932/684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T10DL=4 I2psf; BCDL=3.Opsf; h=15ft; B=45ft L=26ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-10 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonco current with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) 18 considers parallel to grain value using ANSUTPI 1 atlgle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at joint 15 and 533 lb uplift at joint 18. I LOAD CASE(S) Standard Walter P. Finn PE No.12839 A7iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web a/rd/or chord members only. Additional temporary and permanent bracing inJQ damage. For regarding the MOW Is always required for stability and to prevent collapse with possible personal and property general guidance fabricafbn storage, delivery, erection and bracing of trusses and truss systems, se AUWMIr GualltyCdfeda, DSB-89 and BCSI Suffding Component 6904 Parke East Blvd. Safety Infotmoffanavailable from Truss Plate Institute- 218 N. Lee Street, Suite 312. i exandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Piy T14482953 75240 D4 Roof Special I, 1 1 �YANCY Job Reference (optional) 4.50 - I 3x6 75- 4xl0 = 2 15 13 �1 6 12 3xs II -4-0-6 ¢7-4 4-0E 7- Plate Offsets (X,Y)-- i2:0-7-4,0-0-81, f7:C II 16 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-5tbMTTJyCEFxg6d14WbEx8XWMHOzncheuBHZCC7z?989 23-6.10 12-11-3 17-11-0 18.0.141 23-1.2 23,Z-:� 4-413 4-0-13 1-0-14 5-0-4 0- 7 0-4-1 Scale=1:49.3 44 = 5 17 2x3 11 6 19 10 20 11 9 4x8 = 6x8 4x8 = 3x6 = 4x6 = 23-6-10 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.3 Vert(LL) -0.04 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.6 Horz(CT) -0.01 14 n/a n/a BCDL 10.0 Code FBC2017[TPI2014 Matrix -MS IWind(LL) 0.05 9-11 >999 240 Weight: 178lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-12: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installedduring truss erection, in accordance with Stabilizer 2-13: 2x8 SP 240OF 2.0E Installation guide. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 1=106/Mechanical, 13=1095/0-7-3 (min. 0-1-8), 14=862/0-3-0 (min. 0-1-8) Max Harz 13=173(LC 11) I Max Uplift 1=-104(LC 12), 13=-672(LC 12), 14=-498(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whti n shown. TOP CHORD 2-3=-1197/770, 3-4=-10971781, 4-16=-1158/933, 5-16=-113 944, 5-17=-976/880, 6-17= 1032/869, 6-18= 970/731, 7-18=-1034/722 BOT CHORD 2-13=-1010/773, 11-19= 482/788, 10-19=-482/788, 10-20= 82/788, 9-20= 482/788 WEBS 2-11=-489/890, 4-11= 393/452, 5-11=-330/496, 5-9— 202/30 , 6-9— 345/401, 7-9_ 453/752, 7-14=-889/658 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; EXp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -4-0 7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 zone; cantilever left and right exposed ;C-C for members and fo ces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chcird 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 = 10Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s)13, 14 considers parallel to grain value using ANSUTPI angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capab a of withstanding 104 lb uplift at joint 1, 672 lb uplift at joint 13 and 498 lb uplift at joint 14. LOAD CASE(S) Standard Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not of system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injurysand property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, se6AAISW11 Cual9yCrlleda, DS949 and SCSI BaUdlrlg Component Safety /nteirmationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, dlexondria, VA 22314. Tampa, FL 33610 Job rUSS Truss Type I ty Ply I T14482954 75240 DS Root Special 1 1 �YANCY Job Reference (optional) ncc 122017 %liTe4 Inrl,iefrive 1— Th,, jL.! 5 10:49:582018 Pann 1 unambers Truss, Inc., Pori Pierce, FL " ' ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-5QfDc5jHCgX6vVDzWkrvXiwDV5dEa5auyao—O8z?978 -0-0-13 0-7- 5-0-0 6-9-3 8-6-5 12.11-3 17-4-2 21-0-0 24-4-7 2- 7 + 4-0.13 -7- 4-4.12 1.9-3 1.9-1 4.4.14 4-4-15 33 -14 3 4 0.4-i Scale = 1:51,3 4x4 = 4.50 F12 s 2x3 11 20 21 2x3 I I 5 7 3x6 4x4 % 24 II 3 4 8 4x10 C EC a 6x12 = 9 2 19 m 17 22 13 23 m 6 a 1 18 ,p LU o 0 • 16 15 14 12 11 10 3x5 I I 4x5 = 4x5 = 6x8 4x5 = 4x5 = 3x6 = 4x6 = 24-8-7 24.8-4 -4-o-7 0-7 8-6-5 174.2 21-0-0 PAW 24-2-15 24 - 4-0-7 0-7- 7.11-1 8.9-13 3-2-15 0- 7 I 0-3-13 0-0.4 Plate Offsets (X Y)— f9.0-3-4 0-2-01 I LOADING (psf) SPACING- 2-0-0 CST. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.2 Vert(LL) -0.06 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.1 Vert(CT) -0.12 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.4 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MST Wind(LL) 0.07 12-14 >999 240 Weight: 186lb 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 2x8 SP 240OF 2.0E "Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-16: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 `Except` be installed during truss erection, in accordance with Stabilizer 2-17: 2x8 SP 240OF 2.0E Installation quide. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 17=1137/0-7-3 (min. 0-1-8), 1=110/Mechanical, 18=909/0-3-0 (min. 0-1-8) Max Horz 17=179(LC11) Max Uplift 17=-694(LC 12), 1= 108(LC 12), 18= 525(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 11911763, 3-4=-1177/835, 4-5= 1136/845, 5-20= 1182/654, 6-20=-1136/963, 6-21= 1092/955, 7-21 =-1 137/946, 7-8=-1134/853, 8-9=-1116�46 BOT CHORD 2-17= 1144/816, 14-15= 672/1064, 14-22=-525/863, 13-22=-525/863, 13-23= 525/863, 12-23=-525/863,11-12= 647/1022 WEBS 2-15=-708/1176, 5-14=-246/299, 6-14=-255/428, 6-12_ 218/ 73, 7-12=-244/3001 8- 11 =-237/274, 9-11=-555/928, 9-18=-943/689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=15ft; B=45ft; L=25fh eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-017 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Extedor(2) 12-11-3 to 15-11-3 zone; cantilever left and right exposed ;C-C for members and foxes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 10. psf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 17, 18 considers parallel to grain value using ANSI/TPI angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 ib uplift at joint 17, 108 lb uplift at joint 1 and 525 lb uplift at joint 1B. I LOAD CASE(S) Standard WalterP. Finn PE No.22639 Nb rek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 I Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MifEK REFERANCE PAGE Mll-7473 rev. 10/O3/2015 BEFORE USE. R� Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not [i� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. &acing Indicated Is to buckling of Individual truss web ano/or chord members only. Additional temporary and permanent bracing {MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAM &V11 Quality CIBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nfolmatlonavailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly. Ply YANCY T14482955 75240 G Hip 1 1 Jab Reference 0 ti0nai ia c nnqo o4 Chambers Truss, Inc., Fori Pierce, FL —v , w„ cn an..usu es, no. u ,.0 ...... . to ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-gEhQxHrCvs_3JwMBdORiTA31bi 1 TW 18YYiE?fzz?BIP 2-4-0 6-6-7 11-0-0 15-4-0 19-8-0 23-0-0 30-0-0 34.0.0 2-4-0 4-2-7 4-5-9 4-4-0 4-4-0 3-4-0 7-0-0 4-0-0 Scale = 1:58.7 - 4x6 = 3x4 3x4 11 4x8 = 4.50 FIT 4 524, 25 6 7 2x3 3 23 4x8 11 "26 m 8 4x8 = 22 27 v 2 1 11 9 10I4 q io 7x8 = a 16 o 3x6 II 4x8 = 6 o 16 15 14 13 12 6x8 = 45 3x5 11 ADEQUATE 45 = SUPPORT REQUIRED. 2-0-0 2i4r0 11-0-0 15-4-0 19-8-0 23.0-0 29-11-3 30�-0 33-11.10 2-0-0 0-4-0 8-8-0 4-4-0 } 4-4-0 3-4 O r 6-11-3 0-0-13 3-11-10 Plate Offsets (X Y)-- f1:1-3-5 Edge) f2:0-3-4 2-1-81 (2:0-0-11 0-1-121 (7:0-5-4 0 2-01 r11:0-2-12 0-3-81 (16:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.33 12-13 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.55 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.27 12-13 >999 240 Weight:191 lb FT=20% LUMBER- , BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc puriins. BOT CHORD 2x8 SP 240OF 2.0E 'Except` BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=89/Mechanical, 8=1343/0-8-0, 16=1291/0-8-0 Max Harz 16=140(LC11) Max Uplift 9=-61(LC 12), 8=-754(LC 12), 16=-852(LC 12) Max Grav 9=92(LC 18), 8=1343(LC 1), 16=1291(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whe shown. TOP CHORD 1-2= 179811302, 2-3=-1977/1513, 3-4=-1776/1323, 4-5— 1658 1322, 5-6=-2538/1941, 6-7= 2533/1936, 7-8=-2294/1679 BOT CHORD 1-16=-1272/1775, 14-16=-1295/1875, 13-14=-1034/1723, 12-1=-189/266, 11-12=-197/277, 6-11=-255/279, 10-11= 1352/2091, 8-10=-13 9/2082 WEBS 3-14=-181/292, 4-14=-114/333, 5-13=-798/669, 11-13— 889/15139, 5-11= 770/1070, 7-11=-455/659, 7-10= 62/268, 2-16=-580/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2•) Wind: ASCE 7-10; VUit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 0 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 27-2-15, Interior(1) 27-2-15 to 33-11-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0 sf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 9, 754 lb uplift at joint 8 and 852 lb uplift at joint 16. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MriEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. this design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi prevent Is always required for stability and to prevent collapse wish possible personal Injury 4nd property damage. For general guidance regarding the 1p ek7 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYNII QUaldyCrReda, DS9-09 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety/nfomratlon7vallable from Truss Plate Institute. 210 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482956 75240 G1 Hip 1 1 ,. &A— Jcb Reference o ti0ral 11 7 0 I.AiTnI, 1 4, +rinp Inn TF," _I,J G 07.21:572018 Pone 1 Chambers Ifu55, IrIG., fullr 1un:e, rL I a,.,vv�in.., .'�..�.,....,..�. .. �.....,.�....,, .��.,. �.... ..... .. ....�..... -.- ..- -. ID:fc6ZRoaxnh?vyJnkAM'Eaoizi kk3-IOFoBdsggA6wx4xNBjyx?OcTO6U2FTAhmM_YBPz?BIO 6-10-5 8- 13-0-0 19-8-0 21-0-0 25-4-5 30.0-0 34.0.0 2-4-0 4-6-5 9-1 5-4-0 6-8-0 1-4-0 4-4-5 4-7-11 4-0-0 Scale=1:58.8 • 4x8 = 3x4 I I 4x5 = + 4.50 F12 4 25 2627 285 6 3x4 3x4 i 24 7 3 4x8 II 8 4x8 = 23 29 2 12 9 j� 4 1 11 10LE Im -o�ol� 0 8x10 = 3x6 II 4X8 = o 6 17 16 15 14 13 7x8 = 34 II 6x8 = 4x8 = 3x5 II ADEQUATE SUPPORT REQUIRED. 2-0-0 2i4f0 7-8-0 13-0-0 19-8-0 21-0-0 25-4-5 29-11-3 30Tp-0 33-11-10 2-0-0 0-4-0 5-4-0 5-4-0 1 6-8-0 1-4-0 4-4-5 4-6-14 0-0=13 3.11-10 Plate Offsets (X Y)-- f1:0-6-9 0-1-121 f2'0-3-4 2-1-81 f2:0-0-11 0-1-121 f4:0-5-410-2-01 [11:0-3-8 0-5-01[12:0-7-0 0-6-81 f17:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.11 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.22 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 13 >999 240 Weight: 204lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins. BOT CHORD 2x8 SP 240OF 2.0E `Except` BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. 5-13: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=97/Mechanical, 8=1334/0-8-0, 17=1292/0-8-0 Max Harz 17=165(LC 11) Max Uplift 9=-67(LC 12), 8= 747(LC 12), 17=-853(LC 12) Max Grav 9=102(LC 18), 8=1334(LC 1), 17=1292(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe{1 shown. TOP CHORD 1-2=-1562/1024, 2-3=-1658/1152, 3-4=-1686/1298, 4-5=-2181 1730, 5-6=-2096/1659, 6-7=-2260/1687, 7-8= 2273/1680 BOT CHORD 1-17= 943/1493, 16-17= 966/1499, 14-16=-966/1499, 13-14= 205/302, 5-12= 263/309, 11-12=-1220/1962, 10-11= 1415/2096, 8-10=-1415/2096 WEBS 3-16=-330/386, 12-14= 778/1262, 4-12=-547/780, 6-11= 437/593, 7-10= 230/265, 2-17=-316/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. Z) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; gave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Extedor(2) 13-0-0 to 25-4-5, Interior(1) 25-4-5 to 33-11-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconc (rent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom cho i in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 9, 747 lb uplift at joint 8 and 853 Ib uplift at joint 17. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: co N N July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MASK AEFERANCE PAGE 11,1II-7473 rev. 10/0311015 BEFORE USE. Design valid for use only with MITok0 connectors. This design Is based only upon parameters shown, and Is for an indivlduai building component, not �* a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek• is always required for stability and to prevent collapse with possible personal injury Ond property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSWI1 Gua►dy Crlfedd, DSB-89 and SCSI Building Component Safety ird birmallorlavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 4. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482957 75240 G2 Hip 1 1 Job Reference (optional) Chambers I russ, Inc., ron Fierce, rL 6 ADEQUATE SUPPORT REQUIRED. 0-7-4 5-2-0 5-2-0 4.50 12 4x8 2x3 I I 23 3x6 4 3 4x10 2 22 18 26 17 16 3x5 I I 4x5 = 0-7-4 5-9-4 10-11-3 o.rOu 5Ivldr I I Zu 10 IVII I er, IrNUSareb, 010. riru JUI oVLGIAO GV 10 —V. I D:fc6ZRoaxnh?vyJnkAMEaoizt kk3-mcpAMzsSRUEnYEWZIRTAYb8g3Vox_zQq?Oj5jrz?BIN 4-11-3 1 -7 20-7-8 25-10-6 29-11-3 4-0-0 -8 5-0-5 5-2-14 4-0-13 Scale=1:60.2 3x4 I I 3x6 = 6 7 24 3x4 8 3x6 9 m 10 025 3 6x8 = 12 3x6 II 14 3x5 I 19 iV o 4x8 = Io Irh . ADEQUATE SUPPORT REQUIRED. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.06 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.12 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 13 >999 240 Weight: 186lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins. BOT CHORD 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-17,10-13: 2x8 SP 240OF2.OE WEBS 2x4 SP No.3 *Except* 2-18: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-7-3 except (jt=length) 11=Mechanical, 1=Mechanica. (lb) - Max Harz 18=182(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 11 except 10= 689( C 12), 1=-105(LC 12), 18=-724(LC 12) Max Grav All reactions 250 lb or less at joint(s)11, 1 except 10 11 26(LC 1), 18=1185(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except hen, hown. TOP CHORD 2-4=-1216/888, 4-5=-1222/1043, 5-6=-1446/1262, 6-7=-1410/1236, 7-8=-1646/1292, 8-10— 2084/1521 BOT CHORD 2-18=-1108/847, 15-16— 667/1137, 7-13— 130/315, 12-13=-1259/1916, 10-12= 1259/1916 WEBS 2-16= 725/1146, 4-16=-319/397, 8-13=-471/381, 13-15=-620/1084, 5-13=-356/567 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2p f; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=oft; Cat. - 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -4-0-7 b-1-0-7, Interior(1) -1-0-7 to 10-11-3, Exterior(2) 10-11-3 to 14-11-3, Interior(1) 19-2-2 to 29-10-13 zone; cantilever left and rig t exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu trent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSIlTPI 1 angl i to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable i f withstanding 100 lb uplift at joints) 11 except Qt=1b) 10=689, 1=105, 18=724. Walter P. Finn PE No.22839 WTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTelc® connectors. This design Is based only upon parameters shown, and is for an Individual building component noT �° a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing iVliTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/IPII QualityCdtedq DSB-89 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety /ntotmattonavaitabte from Truss Plate Institute. 218 N. Lee Street. Suite 312. Atej andria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply YANCY T14482958 75240 GRA Hip Girder 1 1 Job Reference (optional) unamuers i rues, mu., ran rrerae, rL 2-4-0 4-10-5 ,5-8-0� 2.4-0 2-6-5 -9-11 4.50 12 3X4 3 4x8 II 2 0 18 15 4x8 = 3X6 I i 2-0-0 2r4�0 5-8-0 9-0-0 2-D-0 D-0-D 3-4-0 3-4-0 13-8-9 4-8.9 Special NAILEp 4x4 = I8 NAILED x4 NAILED 4 21 22 23 5 24 on [Blin, no 14 29 13 301 12 31 4x8 = NAILED 6x8 = 34 I THJA26 NAILED NAILED ID:fc6ZRo.,1h4vyJn1ZM a,oizlkk3-j?xxneuiz5VVoYgyssVed0E4nJY8SsA7SKCCokz?BIL 3-3-7 23-0-0 27-11-3 6-13 4-8-9 4-11-3 NAILED Special NAILED 3X4 = NAILED 4X4 — 25 6 26 27 28 7 nn nn nn nn 32 11 33 34 10 NAILED 3x6 II NAILED 4x8 = NAILED NAILED 27.11-3 Scale: 11/4'=1' 6x12 = 8 20 T cb N I9 00 9 4x5 I 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 0.36 Vert(LL) -0.07 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.14 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.02 20 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.13 12 >999 240 Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. 8-9: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 16=1253/0-8-0, 20=1221/0-7-4 Max Harz 16=115(LC 8) Max Uplift 16=-101 O(LC 8), 20=868(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1291/892, 2-3=-1338/970, 3-4=-1755/1431, 4-5=1647/1386, 5-6=-2229/1743, 6-7=-1576/1203, 7-8= 1701/1227 BOT CHORD 1-16=-797/1205, 15-16=-912/1256, 14-15=-912/1256, 12-14= 164712229, 11-12= 1647/2229, 10-11=-1647/2229, 9-10= 325/444 WEBS 3-15=-565/514, 3-14= 433/530, 4-14— 203/481, 5-14=-834/457, 5-12=0/276, 6-10=-851/670, 7-1 0=-1 30/356, 8-10=-824/1185, 8-20=-1563/1125 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=� 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncot 5) * This truss has been designed for a live load of 20.Opsf on the bottom ch, will fit between the bottom chord and any other members. 6) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 al capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capat 16=1010,20=868. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or eq front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails F 11) Hanger(s) or other connection device(s) shall be provided sufficient to sL 9-0-0, and 100 lb down and 204 lb up at 23-0-0 on top chord. The desk responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are LOAD CASE(S) Standard psf; BCDL=3.Opsf; h=15ft B=45ft; L=28ft; eave=4ft; Cat. 7osed ; Lumber DOL=1.60 plate grip DOL=1.60 irrent with any other live loads. f in all areas where a rectangle 3-6-0 tall by 2-0-0 wide le to grain formula. Building designer should verify of withstanding 100 lb uplift at joint(s) except (jt=lb) ,alent at 9-0-6 from the left end to connect truss(es) to NDS guidlines. ort concentrated load(s) 112 lb down and 197 lb up at ;election of such connection device(s) is the ed as front (F) or back (B). WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE 111I1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. this design Is based only upon parpmeters shown, and is for an individual building component, not �' a truss system. Before use. the building designer must verify the applicability of dellggn parameters and properly Incorporate ih6s design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web art I /or chord members only. Additional Temporary and permanent bracing g Mi tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM/r Cuaft CAfenh, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd. Safety/nformaBonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482958 75240 GRA Hip Girder 1 1 Job Reference o fjonal Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 7-8=-60, 1-9= 20 'Concentrated Loads (lb) Vert: 4=65(F) 7— 30(F) 14=1(F) 10=-166(F= 17) 21=65(F) 23=-30(F) t1.13U s iviar 1 7 zUl n Mi I ek Inausuies, Inc. r rlu Jut o G7;22:uu 2v ro raye L ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-j?xxneuiz5VVoYgyssVedOE?nJY8SsA7SKCCokz?BIL 25=-30(F) 26— 30(F) 28=-30(F) 30= 17(F) 31=-17(F) 32= 17(F) 33=-17(F) 34=-17(F) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a miss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury arid property damage. for general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeAMSMIT QualifyCiBeda, DSO-89 and BCSI Md/ng Component Safety lnfoimallonavoliable from Truss Plate Institute, 218 M. Lee Street, Suite 312, Ale} andda, VA 22314. 6904 Parke East Blvd. Tanks, FL 33610 Job Truss Truss Type j Qty Ply YANCY ' T14482959 75240 GRB Roof Special Girder 1 Job Reference (optional) Gnambers Truss, Inc., Fort Pierce, FL I 8.130 s ,wm r , tv ro rva, en nwuau,.a, MG. u,u emu, a vi.c<. c - ray. , ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-BBUJvKkPdLPhFBQZOtADnl6ejnCBFRHh_ymKAz?BIK 0 7-4 4-4-9 8-1-14 11-11-3 15-8-8 19-5-13 23-3-2 20-10r6 7- 3-9-5 3-9-5 3-9'5 3-9-5 3-9-5 3.9 5 b 7-4 Scale = 1:44.4 5x8 MT18HS = ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED 4 TO EACH PLY OF THE TRUSS. I 4.50 12 2x3 2x3 I I 3 5 44 4x4 C 2 I 6 7x14 MT18HS = 7xl4 MT18HS = 1 : 7 1517 g o 6 IC?L_ I I _�_] 11 1 1 LA 1 14 13 12 10 9 8 3x5 II 10x10 = 8x10 = 8xl MT18HS WB = 8x10 = 10x10 = 3x5 II 0-7- 4-4-9 8-1-14 9-8-0 I 14-2.6 15-8-8 19-5-13 23-3-2 - 2g.1016 -7- 3-9 5 3-9-5 1-6-2 4-6-6 1-6-2 3-9-5 3.9-5 Plate Offsets (X Y)-- f9:0-3-8 Edgel f10:0-3-8 0-6-0j f12:0-3-8 0-6-01 f13:0-3-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.23 10-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.47 10-12 >568 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.47 10-12 >576 240 Weight: 355lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 `Except' 11-14,8-11: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 "Except' 7-9,1-13: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E "Except" 11-11: 2x4 SP No.3 REACTIONS. (lb/size) 15=780510-7-3, 16=7805/0-7-3 Max Horz 15=901(LC 5) Max Uplift 15=-6489(LC 8), 16=-6474(LC 8) Max Grav 15=10273(LC 15), 16=10264(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whr TOP CHORD 1-2=-12408/7776, 2-3=-1251117920, 3-4=-12383/7936, 4-5=- 5-13 1252117941, 6-7=-1242017800 BOT CHORD 14-15_ 366/588, 1-15=-9700/6122, 12-13=-7245/11641, 10-1 9-10= 7266/11622, 8-16= 373/594, 7-16=-9688/6101 WEBS 4-10— 3120/4968, 5-10= 101/331, 6-9=-514/408, 7-9= 7924/1 3-12=-104/331, 2-13=-522/416, 1-13_ 8006/12742 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. shown. 4-12=-3082/4937, NOTES- 1) N/A 2) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows s aggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=15ft; B=45ft L=24fh eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right xposed ; Lumber DOL=1.60 plate grip DOL=1.60 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=101Opsf. 9) Bearing at joint(s) 15, 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate caps le of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=6489, 16=6474. 1 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10/0 MIS BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of desjgn parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web a d/or chord membersonly. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deitvery, erection and bracing of trusses and truss systems, se ANSUIPII CualrT'y Criierii , DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety/nfotaraflorruvaliable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply YANCY I T14482959 75240 GRB Roof Special Girder 1 Jab Reference (optional) Chambers truss, Inc., ron Fierce, I-L LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 8-14=-638(F=-618) d.t au s ivlar 1 i zut a Ml I eK InVUSrrIeS, Inc. I nu JuI O V /:ZZ:VZ ZV 18 rage e ID:fc6ZRomh?vyJnkAMEaoizl kk3-fO2hBKwyViIC 1 rgL_GY6iRJH077RwigOwehJscz?BIJ ® -WARNING- Ved1y design parameter. and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev. 101012015 BEFORE USE. �' Design valid for use only with MiTek8 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/oi chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse wilh possible personal Injury and, property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMH QualifyCfB®f1a, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety /ntonnaBonavailabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexgndria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T74482960 75240 GRD Halt Hip Girder i 1 Jab Reference(optional) cnam0ersiruss,mo.,ronrierce,rL ...,.....,.,o„<<„,,....,.,...,,...... ................_.__..V4--'-'a-' ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-sVB5QSEdJap8yyQ2zZbIEZgN50w?Q3c6i sjz?96z 21-10-2 2.4.0 4-to-5 5:0 9-0-0 13-2-1 17.4-1 21-4-10 21 -2 2-4.0 2$5 0.9-11 3-4-0 4-2-1 4.2.1 4-0.9 0-4 L7 0-0.1 Scale=1:37.6 Special NAILED NAILED 4x6 = 4x8 = 2x3 II 2x3 I I 4x10 = NAILED NAILED NAILED 4 16 5 19 20 6 21 7 4.50 12 11 3x4 3 4x8 m m cb 2 vg1 17 Tv 11 ct 4x8 — 13 12 111 22 10 23 9 24 B 14 3x6 I I 6x8 =NAILED 4x5 = NAILED 4x5 = 4x5 = 3x6 = THJA26 NAILED NAILED NAILED 21-10-2 2-0-0 -4• 5.8-0 9-0-0 13-2-1 17.4-1 21-6-2 21 9- 5 2.0.0 4- 3-4-0 3d-0 4-2-1 4-2-1 4-2.7 3- 3 0-0-4 Plate Offsets (X Y)-- f2:0-4-12 2-2-01 f4:0-5-4 0-2-01 r7:0-3-12 0-2-01 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.15 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28, Vert(CT) -0.16 10-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.01 17 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 14=1262/0-8-0 (min. 0-1-8), 17=992/0-3-0 (min. 0-1-8) Max Harz 14=210(LC 8) Max Uplift 14-1 003(LC 8), 17= 725(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1266/903, 2-3= 1311/957, 3-4=-1810/1448, 4-18=-1388JI057, 5-18=-1388/1057, 5-19=-1388/1057, 19-20=-1388/1057, 6-20=-1388/1057, 6-21I=-1388/1057, 7-21=-1388/1057 BOT CHORD 1-14= 817/1182, 13-14= 990/1204, 12-13=-990/1204, 11-124-1408/1692, 11-22= 1408/1692, 10-22� 1408/1692, 10-23=-1057/1388, 9L 23=-1057/1388 WEBS 3-13=-621/549, 3-12=-496/602, 4-12— 374/553, 4-10=-453/4I , 5-10= 280/288, � 3 6-972/384, 7-9= 1218/1593, 7-17= 1005/736 Structural wood sheathing directly applied or 5-4-11 oc puffins Rigid ceiling directly applied or 9-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capab a of withstanding 1003 lb uplift at joint 14 and 725 lb uplift at joint 17. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 9-0-6 from the left end to connect truss(es) J7 (1 ply 2x8 SP), KJ7 (1 ply 2x8 SP) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-10d (0.148"&') or 3-12d (0.148"x3.25") toe -nails er NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to s pport concentrated load(s) 204 lb down and 360 lb up at 9-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss arnoted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERANCE PAGE M11-7473 rev. f 0/03&0f5 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual [wading component not �' Ri a truss system. Before use, the building designer must vedfy the applicability of dellgn parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injur } and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS► IT QualityCiBeda, DSB-69 and SCSI Buffdlny Campananf 6904 Parke East Blvd. Safety BNormaHanovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Rfexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type MY�Ply YANCY T14462960 75240 GRD Hall Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-7=-60, 1-8— 20 Concentrated Loads (lb) Vert: 4=-157(B) 12=-165(B) 10_ 17(B) 5=-30(B) 6= 30(B) 9— 17(B) m i Su s uec iz evit ivii ek Induuideu, Inv. Thu JVI 5IV:JV:4V GV Io rays' ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-sVB50SEdJap8yyQ2zZb1EZgN50w?O3V4c6zCsjz?96z 20_ 30(B) 21=-30(B) 22=-17(B) 23=-17(13) 24= 17(B) Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or crhord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MO Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Quailly CiCedo, DSB-89 and BCSi Bu0dtng Component Safety/ntamrallonovalloble from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexonpfla, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14492961 75240 GRG Hip Girder I 1 1 Jab Reference (optional) Vnamoers i russ, inc., rOrc rierce, rL 2-6-5 Special NAILED 5x8 = 4.50 FIT NAILED NAILED 4x5 = 4 23 24 5 25 2x3 11 3 4x8 = 4x8 I 2 •0 1 17 16 . 15 30 14 31 t3 32 3x6 I I 3x6 II 6x8 = 5xl2 = THJA26 NAILED NAILED NAILED 14-4-0 nh?vyJnkAMEaoizl kk3-3zkggMymd7nuJYvfP5pK3xknK77709sccwzTx 25-0-0 30-0-0 34-0-0 5-4-0 5-0-0 4-0-0� Scale = 1:58.5 NAILED NAILED 6x12 MTISHS = AILED 3x4 11 NAILED Special 26 276 28 29 7 s 11 n 11 n 11 m g o 10 a to 1111 no 35 36 I" -o 8x14 = 3x6 I I NAILED 4x8 = d 33 12 34 NAILED THJA26 NAILED 5x611 ADEQUATE SUPPORT NAILED REQUIRED. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ()cc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.57 12 >582 240 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.63 12 >528 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E *Except* BOT CHORD 6-12: 2x4 SP M 30 WEBS WEBS 2x4 SP No.3 *Except' 11-13,5-11: 2x4 SP M 30 REACTIONS. (lb/size) 9=68/Mechanical, 8=1972/0-8-0, 17=1975/0-8-0 Max Harz 17=114(LC 7) Max Uplift 9_ 92(LC 25), 8=-1354(LC 8), 17=-1567(LC 8) Max Grav 9=126(LC 14), 8=1972(LC 1), 17=1975(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3056/2300, 2-3=-3085/2363, 3-4=-3075/2437, 4-5=-4114/3197, 5-6=-5950/4430, 6-7= 5984/4445, 7-8— 4107/2963 BOT CHORD 1-17= 2100/2841, 16-17= 2106/2841, 15-16= 2106/2841, 13-1=-2100/2834, 12-13=-505/686, 6-11= 425/421, 10-11= 2617/3828, 8-10— 26 5/3802 WEBS 4-13=-1046/1556, 5-13= 134211099, 11-13=-2569/3540, 5-11=i1316/1958, 7-11 =-1 721/2323, 7-1 0=-1 63/434 29-11 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 194 lb FT = 20% Structural wood sheathing directly applied or 2-3-11 cc purlins. Rigid ceiling directly applied or 7-0-12 oc bracing. 1 Row at midpt 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconc rrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chor in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Ot=lb) 8=1354, 17=1567. 9) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or egyivalent at 9-0-6 from the left end to connect truss(es) to back face of bottom chord. l 10) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 24-11-10 from the left end to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 363 lb up at 9-0-0, and 108 lb down and 217lb up at 25-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT& REFERANCE PAGE M11-T473 rev. 104112013 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of deslg� parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see dNSVWI r Qualify CtCeda, DSB.89 and BCSI Building Component Safety Infonnollonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. AI xandda. VA 22314. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 33610 July 5,2018 Job Truss Truss Type oty Ply YANCY T14482961 75240 GRG Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6. IOU J IvIGI 1 1 GU 10 Ivll I el% II IU—I!—, II Il.. I I IU UUI U - i oyo c. ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-3zkggMymd7nuJYvfP5pK3xknK77709sccwzTxz?BIG LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7= 60, 7-8=-60, 8-9=-81, 1-12=-20, 11-20= 20 Concentrated Loads (lb) Vert: 4= 157(B) 7= 36(B)15=-165(B) 10= 117(B)23=-102(B) 24=-102(B) 25=-102(B) 26=-102(B) 27=-30(B)28=-32(B) 29=-32(B) 30=-49(B) 31=-49(B) 32— 49(B) 33=-49(B) 34=-17(B) 35=-52(B) 36=-52(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 111II-7473 rev. f0/03I2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design pafineters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and pioperty damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS&Vil CuaiflyCdledo, DS8.89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety fntonnaHonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply YANCY ' T74482962 75240 GRP Hip Girder 1 1 Job Reference a tional unamoers i russ, inc., rori tierce, r-L -4-0-0 5- 3-8-12 4-0-0 -5- 3-3-4 4.50 12 3x4 3 sxa — . 2 ADEQUATE SUPPORT REQUIRED. O.I- J 1V 1 r 1 LV 1 O ­1 - 111.u.".-, II U. ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-?LsaF1 z5JFNV7ciimg7HPUOBi8xsbzH93wP4Ygz?BIE 15-4-0 18-7-4 21-10-8 2�-4-0 25.7-3 4-2-0 3-3-4 3-3-4 5- Special NAILED 4x8 = Special NAIL D 2x3 11 NAILED 48 = 4 201 21 5 22 6 3x4 7 6x8 = 8 Scale = 1:50.8 17 16 15 NAILED 13 NAILED 12 11 10 3x5 II 45 = 4x5 = 6x8 — 4x5 = 4x5 = 3x5 II ADEQUATE SUPPORT THJA26 4x8 = THJA26 REQUIRED. NAILED 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.09 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.10 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 `Except' BOT CHORD 14-17,10-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except` 2-18,8-19: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except Qt=length) 1=Mechanical, 9=0-1-0. (lb) - Max Herz 18=127(LC 7) Structural wood sheathing directly applied or4-5-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-18,16-17,8-19. Max Uplift All uplift 100 lb or less at joint(s) 9 except 1=-106(LC 2�), 18=-1215(LC 8), 19=-1192(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 1 8=1 7 4(LC 1), 19=1694(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s own. TOP CHORD 2-3_ 1664/1221, 3-4=-2224/1676, 4-5=-2394/1832, 5-6=-2394/18 2, 6-7— 2228/1679, 7-8= 1675/1227 BOT CHORD 2-18— 1649/1190, 15-16=-1009/1518, 13-15=-1366/2050, 12-13=r1369/2054, 11-12— 1016/1528, 8-19=-1617/1166 WEBS 2-16=-1155/1714, 3-16=-789/598, 3-15=-529/740, 4-13= 324/510 5-13=-582/566, 6-13=-320/506, 7-12=-545l737, 7-11=-784/595, 8-11= I145/1691, NOTES- 1-) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; �24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right expoled ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre t with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 18, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Ot=lb) 1=106, 18=1215, 19=1192. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 11) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equi talent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equiva ent at 15-3-10 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per N; S guidlines. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameter and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MITek® connectors. This design Is based only upon parame6rs shown, and is for an Individual building component, not ®` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or �hord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSZ/Wfl QualityCrItedd, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety infonnaHonovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482962 75240 GRP Hip Girder 1 1 job_ Reference (optional) Chambers Truss, Inc., Fort Pierce, FL tf.idu s mar 11 ZUld ml 1 eK Industries, InV. 1 rlu dui o V/:ZL:V/ eu ro rnye c ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-?LsaFt z5JFNV7cilmg7HPUOBiBxsbzH93wP4Ygz?BIE DOTES- 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 421 lb up at 7-0-0, and 264 lb down and 421 lb up at 15-4-0 on top chord. The design/selection of such connection device(s) is the res onsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as ront (F) or back (B). LOAD CASE(S) Standard 1) Qead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-9=-60, 10-17=-20 Concentrated Loads (lb) Vert: 4=-217(B) 6=-217(B) 15=-226(B) 13=-37(8) 5= 136(B) 12= 226(B) 2 136(B) 22= 136(B) 23=-37(B) 24=-37(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord is always required for stability and to prevent collapse with possible personal injury and 0operty members only. Additional temporary and permanent bracing damage. For general guidance regarding the MST®k fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVP11 Qua/By Cdted d DSB-89 and SCSI BUUdIng Component 6904 Parke East Blvd.Safety infomlaBonavollabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexa , da, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY ' T14482963 75240 it Jack -Open 4 1 Job Reference (optional) LsnamDers i russ, inc., run rrerce, rL 0 ID:fc6ZRoaxnh?WJnkAMEaoizt kk3-UXPySN_j4YVMImHUKXf WyiZPYXJ 1 KaiJia8d4Gz?BID 3-0-0 3-0-0 2 12 4x5 = I I x 1 3 6x6 11 Scale= 1:10.1 2-6-0 o-4-0 Plate Offsets (X Y)-- f1.0-6-13 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wind(LL) 0.01 1 >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=-7/Mechanical, 3=-329/Mechanical, 1=571/0-8-0 Max Harz 1=72(LC 12) Max Uplift 2=-11(LC 3), 3=-329(LC 1), 1= 594(LC 12) Max Grav 2=6(LC 10), 3=327(LC 12), 1=571(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; B II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantil forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)-This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5j Provide mechanical connection (by others) of truss to bearing plate capable of witl 3=329, 1=594. =3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. left and right exposed ;C-C for members and any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 2 except Ot=lb) Walter P. Finn PE No.22839 WTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A� MiT e W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSU1P I Quality Cr9eda, DS849 and BCSI BuOding Component 6904 Parke East Blvd. Safety /nfonooffonovailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandfl, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482964 75240 J 1 P JACK -OPEN 4 1 Job Reference (optional) tmamoers I russ, Inc., r-ori vierce, r-L 0. 1.. J M., 1 1 GV 10 -1 I CI II 1—u ICJ, II I I IU UUI :l r v- ID:fc6ZRoaxnh?vyJnkAMEaoizikk3-UXPySN j4YVMImHUKXfWyiZIBXJ_KaiJiaBd4Gz?B1E 1-0-0 3 3x4 11 2 12 / 6 JI^II/ 0 m M 6 Scale = 1:14.0 1 5 3x4 11 4 ADEQUATE SUPPORT REQUIRED. 1-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.00 5 >999 240 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 5=0-3-8, 1=Mechanical. (lb) - Max Horz 5=113(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 3, 4 except 5=-185(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 3, 4 except 5=314(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-274/352 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; CDL=3.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)=3-11-10 to1-0-11-10, Interior(1)-0-11-10 to 0-11-14 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren with any other live loads. 3j` This truss has been designed for a live load of 20.Opsf on the bottom chord in a I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wi hstanding 100 lb uplift at joint(s) 1, 3, 4 except ` (jt=lb) 5=185. Welter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MMEK REP FRANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parametep shown, and is for an Individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is To prevent buckling ofindividual truss web and/or c rd members only. Additional temporary and permanent bracing i�iTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/Ipll Aual9y Crdeda, DSO-89 and SCSI Building Component Safety Into1ma11enavallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482965 75240 J3 Jack -Open 4 1 Job Reference (optional) unamoers I russ, inc., rorz Tierce, I-L 7 E 12 8 a. wv b Mar 11 za 10 Ivu I en uluucnneb, Inc. I nu Uw o u ncc.va cv I. raye I ID:fc6ZRoaxnh?vyJnkAM Eaoi zt kk3-ykzlgj?Lrsd DNwshuEAIVv6YJxg 13 t ySXEuBciz? BIC 2 4x5 = I I ___< 1 3 Scale =1:14.5 2-0-0 0-4-0 2-8-0 Plate Offsets (X Y)-- f1:0-6-13 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.01 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/-FP12014 Matrix -MP Wind(LL) 0.01 1 >999 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=64/Mechanical, 3= 43/Mechanical, 1=374/0-8-0 Max Harz 1=112(LC 12) Max Uplift 2= 69(LC 12), 3=-43(LC 1), 1=-182(LC 12) Max Grav 2=64(LC 1), 3=23(LC 12), 1=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh wn. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave--lft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3- -0, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 2rThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in al areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wil istanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=182. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with WOW connectors.. This design Is based only upon paramete a truss system. Before use, the building designer must verify the applicability of design shown, and Is for an Individual building component, not and Incorporate this design Into the overall � parameters building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord properly members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN5W11 QualityC1Beft DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety rnformallon3vailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, AlexandriP. VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482966 75240 J3B Jack -Open 1 1 Jab Reference optional) unamoers I russ, inc., ron Tierce, rL 7 ADEQUATE SUPPORT REQUIRED. 8 ID:fc6ZRoaxnh?WJnkAMEaoi7l kk;'Q;Xjt30_cAI4_4RSSyh_17ecGt_i oUCbmudk89z?BIB 0-8-1 3-0-0 0-8-1 2-3-15 3 12 6x8 2 m m 6 4 3-0-0 Scale = 1:17.8 341-10 1 0-8-1 2-3-15 Plate Offsets (X Y)-- f2:0-2-4 0-3-01 LOADING (psf) 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) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 22lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x8 SP 240OF 2.0E OTHERS 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 6=0-8-0. (lb) - Max Harz 6=157(LC 12) Max Uplift All uplift 100 lb or less at joints) 3 except 1— 111(LC 12) 6=-209(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 3, 4 except 6=326(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh wn. BOT CHORD 2-6= 284/405 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh at. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for rear ions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 al areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 1=111,6=209. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek8 connectors. This design is based only upon parameter� shown, and is for an Individual building component, not Into �� a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord and property Incorporate this design the overall members only. Additional temporary and permanent bracing MiTeV Is always required for stability and to prevent collapse wilh possible personal injury and property fabrication. storage, delivery, erection and bracing of Trusses and truss systems, seeANSKII) 1 damage. For general guidance regarding the AuallyCMedd, OSB-89 and BCS18ugding Component 6904 Parke East Blvd. Safety /n►onnatlonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, AlexandrIP, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY I I T14482967 75240 J3P JACK -OPEN 4 1 Job Reterenca c ticnai unamoers I russ, inc., raft fierce, rL 10 o. i ov a twat i i cu i o rvii i en ii iuuau ica, i, w. - ayo ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-u6554P 1 cNTtxcEO3?fCDaKBoGIMOXx3f_YNlhbz?BIA 0-5-8 3-0-0 0-5-8 2-6-8 12 6x10 23 i 4x6 = 8 9 6 1 7 5x6 = ADEQUATE 3x6 I I SUPPORT REQUIRED. -341-10 0-5-8 3-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 Scale= 1:17.8 I� 0 m T N CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.66 Vert(LL) -0.00 7 >999 360 MT20 244/190 BC 0.01 Vert(CT) -0.00 7 >999 240 WB 0.03 Horz(CT) -0.00 1 n/a n/a Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, BOT CHORD 2x4 SP No.3 *Except* except end verticals. 5-7: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SP No.2 *Except* 3-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 9=0-3-8. (lb) - Max Horz 9=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 5 except 9— 165(L 12) Max Grav All reactions 250 lb or less at joint(s)1, 4, 5 except 9=29 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sho TOP CHORD 2-8=-277/340 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave--lft; Cat. -II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to 10-11-10, Interior(1)-0-11-10 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions show ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Mth any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wit standing 100 lb uplift at joint(s) 1, 4, 5 except Qt=lb) 9=165. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MI1-7473 rev. 10/012015 BEFORE USE. -- Design valid for use only with MiTek® connectors. Thls design Is based only upon parameters6own, and Is for an individual building component, not at russ system. Before use, the building designer must vedfy the applicability of design pararrleters and property Incorporate this design Into the overall �� building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chorid members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&Vii QualByCrBedo, DSO-69 and SCSI Building Component 6904 Parke East Blvd. Safety ►nfonnaHonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda� VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY ' T14482968 75240 J5 Jack -Open 4 1 Job Reference (optional) unamoers iuss, mu., ruir rieice, rL 1 4x5 = 7 4x8 11 8 12 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-u6554PicNTUcEO3?fCDaKBmOIM8XxSl_YNlhbz?BIA 2 3 Scale = 1:18.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.02 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.02 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 34 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=114/Mechanical, 3=23/Mechanical, 1=418/0-8-0 Max Harz 1=157(LC 12) Max Uplift 2=-117(LC 12), 3— 2(LC 12), 1= 201(LC 12) Max Grav 2=114(LC 1), 3=65(LC 3), 1=418(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; B II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-C and right exposed ;C-C for members and forces & MW FRS for reactions shown; L 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wit] 2=117, 1=201. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L=3.0psf; h=15ft; B-45ft; L=24ft; eave=4ft; Cat. Interior(1) 3-0-0 to 6-11-4 zone; cantilever left ber DOL=1.60 plate grip DOL=1.60 1 any other live loads. )as where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 3 except Qt=lb) WalterP. Finn PE No12839 N§Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design for MITek9 connectors. This design Is based only upon s own, and Is for an Individual building component not �� valid use only with parameters a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chor members only. Additional temporary and permanent bracing iviiTek° Is always required for stability and to prevent collapse with possible personal Injury and prope damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VI1 Cuallly Crlfedd, DS8.89 and BCS1 Bunding Component 6904 Parke East Blvd. Safety informailonavaliabie from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, ),/A 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482969 75240 J5P JACK -OPEN 4 1 Jcb Reference o tionai cnamoers r russ, mu., rarr rreica, rL - -- - - -- -- - ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-MJfTll1 E8n?oEObGZNjS6Yjzx9i?GOQuDC6rD1z?BI9 a -4-0-0 0-5-8 5-0-0 4-0-0 0-5-8 4-6-8 Scale = 1:21.4 4 T � o 4. 0 12 6x10 m 23 iv w co co 10 • 8 9 6 4x6 = 5 1 cddf ADEQUATE 7 5x6 = SUPPORT 3x6 II REQUIRED. -3-11-10 0-5-8 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.00 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, BOT CHORD 2x4 SP No.3 *Except* except end verticals. 5-7: 2xB SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SP No.2 `Except* 3-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 9=0-3-8. (lb) - Max Horz 9=200(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 4=-137(LC 1?,), 9= 197(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 9=354�(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-9=-287/144, 2-8=-311/381 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; B DL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. -11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent #th any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with) tanding 100 lb uplift at joint(s)1, 5 except 01=1b) 4=137, 9=197. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFS for MITekQ This design Is based only upon shown, ANCE PAGE MI1­7473 rev. 101=015 BEFORE USE. and is for an Individual building component, not �' Design valid use only with connectors. parameters a truss system. Before use. the building designer must verify the appllcablllly, of design param building design. Bracing Indicated is to prevent buckling of individual truss web and/or chor Is always required for stability and to prevent collapse with possible personal Injury and pro ters and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing rty damage. For general guidance regarding the T Mew fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSW11 Safety InfoarlaBCnavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. AualByCiBedd, DSB-89 and BCSI Bu//dtng Component NA 22314. 6904 Parke East Blvd. Tampa, FL• 33610 Job Truss Truss Type Qty Ply YANCY T14482970 75240 J7 Jack -Open 6 1 Jab Reter=nce a liana! cnamoers truss, inc., rorL rrerce, rL s 4-8-9 4-8-9 •' 4.50 12 8 7 1 4x5 = 5x8 I I ID:fc6ZRoaxnh?vyJ., aoizlkk3 gVDrV52sv57frX9S74EhfiGCHY12?ry2SssOITz?BI8 9-0-0 9-0-0 N 3 Scale = 1:22.5 Plate Offsets (X Y)-- (1.0-6-13 0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.01 1 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.02 1 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) -0.04 1 >999 240 Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=162/Mechanical, 3=69/Mechanical, 1=484/0-8-0 Max Horz 1=203(LC 12) Max Uplift 2=-165(LC 12), 3=-15(LC 12), 1= 231(LC 12) Max Grav 2=162(LC 1), 3=119(LC 3), 1=484(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; B DL=3.Opsf; h=15ft; B-45ft; L=24ft; eave-lft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-Q, Interior(1) 3-0-0 to 8-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 27 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. s) Provide mechanical connection (by others) of truss to bearing plate capable of with tanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=165, 1=231. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK AEFER I NCE PAGE MI-7473 rev. 10/0342015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chor and property Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal Injury and prope ly damage. for general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSWIT Safety lntomraBolymvailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, 6fualffyCrifedd, DSB$9 and SCSI Building Component YA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482971 75240 VA Jack -Open 12 1 Job Reference (optional) Gnambers I runs, Inc., 1-on: whrce, tL f ADEQUATE SUPPORT REQUIRED. 0. IOU S IYIQ1 I I eu 10 IVII I um IIIUUJII ICJ, II IU. I IIU UUI a vr.«. I Y — 10 rage I ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-IhnDjR3UgOFVThkeholwczpH 1 yITkIBBgW bylwz?BI7 0.8-1 . 5-0-0 4.0 12 5x8 2 7 6 5-0-0 3 4 Scale = 1:21.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumbep DOL 1.25 BC 0.34 Vert(CT) -0.00 4-5 >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 FBC2017fTP12014 Matrix -MP Wind(LL) 0.00 4 5 >999 240 Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x8 SP 240OF 2.0E WEBS 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 6=0-8-0. (lb) - Max Horz 6=202(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-104(LC 12), 3=-100(LC 12), 6=-239(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 6=381(-C 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when sho . BOT CHORD 2-6= 335/421 NOTES 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BC�L=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to --11-10, Interior(1)-0-11-10 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip ^DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1, 100 lb uplift at joint 3 and 239 lb uplift at joint 6. Walter P. Finn PE No.22839 rffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verily design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/012015 BEFORE USE. Design valid for use only wtlh MITek® connectors. This design is based only upon parameters sle' n, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the appllcabfllty of design paramIs and properly Incorporate this design Into the overall building design. Bracing Indicated into prevent buckling of Individual truss web and/or chordembers only. Additional temporary and permanent bracing iViOW Is always required for stability and to prevent collapsewllh possible personal injury and gropedamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seetANSI/Ipil CaaIByClIfenh, DSB-89 and BCSI SuMbig Component 6904 Parke East Blvd. Safety Infoanalibnovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482972 75240 J7P JACK -OPEN 5 1 Job Reference o floral cnamaers I russ, Inc., non Fierce, rL It 1� ADEQUATE SUPPORT REQUIRED. 0-1-8 min. b.1:1U s mar T 1 zu1t1 Iva I eK mausiries, Inc. i nu jui o U/:zz:14 zUl tf rage i ID:fc6ZRoaxnh'tWJnkAMEaoizt kk3-IhnDjR3UgOFVThkeholwczpJJyN 1 klbBgW bylwz?BI7 7-0-0 50 F12 11 6x10 3 2 10 4x6 = 9 8 7 3x6 11 a6-e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.01 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except* 5-7: 2x8 SP 240OF 2.0E WEBS 2x6 SP No.2 *Except* 3-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 1=0-1-8, 9=0-3-8. (lb) - Max Harz 9=245(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1 except 4=-198(LC 12), £ Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 9=425( FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when TOP CHORD 7-9= 348/166, 2-8=-355/412 Scale=1:24.9 4 5x6 = PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BC L=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. *11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-8 to -0-1-8, Interior(1)-0-11-8 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vir th any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all a eas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 4=198,9=232. 8) Beveled plate or shim required to provide full bearing surface with truss chord at jot t(s) 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03=15 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shllpwn, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design paramejers building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 6fuaAfy Cdfedd, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety GdormaHonovaiiable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. V/A 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14492973 75240 JA Jack -Open 1 1 Job Reference o tional cnamoers i russ, inc., ran rierce, M 0-7-4 3x4 11 2 1 ` 3x4 = 6 3x4 = O.IJV S IVltil I l c n oyc I ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-nuLcwn46RIOM5rJrEVH9k4LC7h heTIRKv wliMz?Bi6 4.50 r2 scale = 1:17.6 3 FT 5 3x6 11 4 9 Y ' 0-7-4 1 2-3-16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 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 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Wind(L-) 0.00 6 >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD 2x4 SP No.3 `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-5: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-7-3 except Qt=length) 3=Mechanical, 4=Mechanical. (lb) - Max Horz 1=65(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3, 1 except 6=-146(LC 2) Max Grav All reactions 250 lb or less at joints) 1, 3, 6, 4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show . BOT CHORD 2-6— 161/302 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BC 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilev r forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent W h 3f' This truss has been designed for a live load of 20.Opsf on the bottom chord in all at e will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstar - 6t=lb) 6=146. =3.0psf; h=15ft; B=45fh L=24ft; eave=4fh Cat. left and right exposed ;C-C for members and any other live loads. as where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 1, 3, 1 except Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. -- Design valid for use only with MiTek@) connectors. This design Is based only upon parameters sh • wn, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design paramet rs and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and propett embers only. Additional temporary and permanent bracing , damage. For general guidance regarding the MOW 6904 Parke East Blvd. fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSWI1 CaaiHyCdleda, DSB-89 and BCSI BOHdfng COmpanent Safety Informationavailobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482974 75240 JA1 Jack -Open 3 1 Job Reference (optional) cnamoers i russ, inc., rorr Tierce, rL 8 1 ADEQUATE SUPPORT REQUIRED. 0-1-8 min. o. i ov a ma i i c ayc ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-F4u_864kCOW Di?u loDoOHOug2ml MCChU8p42Moz?B15 0-11-3 4.50 F12 9 K 3 4 4x4 = 1 0-11-3 01 Scale = 1:14.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Ot=length) 1=0-0-12, 2=0-7-3. (lb) - Max Horz 2=113(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 3,4 except 2=-203(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 3, 4 except 2=410(C 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showr. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=15ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-77, Interfor(1) -1-0-7 to 0-11-1 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lur>I ber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wih any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all a eas where a rectangle 3-6-0 tall by 2-0-0 wide 'will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s)1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4 except - Ot=lb) 2=203. 7) Beveled plate or shim required to provide full bearing surface with truss chord at join (s) 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shr4n, and Is for an Individual building component, not � a Truss system. Before use, the building designer must verify the applicabillty of design param.11 rs and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord i embers only. Additional temporary and permanent bracing Is for to injury damage. For regarding the MiTek7 always required stability and prevent collapse with possible personal and propert� general guidance fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CDaIIfyCiHedd, DSO-69 and BCSI BuIld/ng Component 6904 Parke East Blvd. Satefy, Intomraffonavollabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482975 75240 JA5 Jack -Open 1 1 Job Reference (optional) L;namDers I russ, Inc., hon Ylerce, I-L o. IOU 5 IVInI I I LV I O IVII I — II IVUOa ItlJ, II IG. I I IU UUI o raytl I ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-jGSMLS5NzJe4K9TDMwJdpbRIVANnxdxdNTgouFz?BI4 • -2-0-0 0-5-8 4-6-0 _ 5-0-0 , 2-0-0 0-5-8 4-0-8 0-6-0 Scale =1:16.4 3x4 II 5 • 4 4.50 12' 3x4 = 3 2 • � 1 LI 1 3x4 = 9 8 10 3x6 II 3x6 II A Plate Offsets (X Y)-- f2:0-1-7 0-1-81 f3:0-7-8 0-1-8) f3:0-1-12 0-0-111 f11:0-0-0 0-1-121 LOADING, (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.02 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.05 10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.08 10 >726 240 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 8-9. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=168/Mechanical, 6=5/Mechanical, 2=349/0-3-8 Max Harz 2=182(LC 12) Max Uplift 5=-98(LC 12), 2= 297(LC 12) Max Grav 5=169(LC 17), 6=1 O(LC 3), 2=349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 3-11— 160/427 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 0-10- 2, Interior(1) 0-10-12 to 4-11-4 zone; cantilever "left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with, any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all ai as where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=297. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6104 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shoytm, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord miambers and properly Incorporate this design into the overall only. Additional temporary and permanent bracing MiTekc Is always required for stability and to prevent collapse with possible personal injury and property For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVNII Au damage. MyCtMe1M, DSB-09 and SCSI Building Component 6904 Parke East Blvd, Safety infolmaNanavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA7314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482976 75240 JA7 Jack -Open 2 1 Job Reference o tonal Cnambers I runs, Inc., I -or I nu dul Our;ee; I eu to raye i wdgsMprymZjBg 5ttnb7Z9 Rhz? 613 0 It Scale = 1:21.7 Plate Offsets (X Y)-- (2:0-1-7 0-1-81 13:0-7-8 0-1-81 (3:0-1-12 0-0-111 114:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.02 11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.04 11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.05 10 >999 240 Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* 11-13,7-8: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 9=0-8-0, 2=0-3-8. (lb) - Max Horz 2=227(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6 except 9= 231(LC 12), 2--275(LC 12) Max Grav All reactions 250 lb or less at joint(s) 6, 7 except 9=407(LC17), 2=338(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when BOT CHORD 5-9=-491/549 WEBS 3-14=0/372 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 'II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-10-12, Interior(1) 0-10-12 to 6-11-4 zone; Cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witli any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withsta ding 100 lb uplift at joint(s) 6 except Qt=lb) 9=231. 2=275. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10103&015 BEFORE USE Design valid for use only with MITeW connectors. This design is based only upon parameters show a truss system. Before use, the building designer must verify the applicability of design , and Is for an Individual building component, not incorporate this design Into the overall � parameterssland building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord mem�nbers properly only. Additional temporary and permanent bracing nn /ng Te�� Is always required for stability and to prevent collapse with possible personal injury and property dpmage. For general guidance regarding the Ytlll l fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSI/7P11 Qua(flyCfde11a, DSB-89 and BCSI Sugding Component 6904 Parke East Blvd. Safety InfannoKonavallabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T74482977 75240 JB Jack -Open 1 1 Job Reference fional Chambers I russ, Inc., Pon Pierce, FL 8.130 b ividf 1120Io 1v111 UK 1i1UU5eICJ, MC. I "U UUI o vt:cc: io cv 10 rage 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-BTOkYo6?jdmxyd2PwdgsMpz90ZIFg6Bnb7Z9Rhz?813 0-11-3 • 0-11-3 4.50 F12 Scale =1:7.2 2 �� 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCDL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=37/0-7-3, 2=24/Mechanical, 3=13/Mechanical Max Harz 1=21(LC 12) Max Uplift 1=-12(LC 12), 2= 24(LC 12), 3= 6(LC 12) Max Grav 1=37(LC 1), 2=24(LC 1), 3=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all are will fit between the bottom chord and any other members. 4j Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 3 DEFL. in (loc) I/deft Ud Vert(LL) -0.00 6 >999 360 Vert(CT) -0.00 6 >999 240 Horz(CT) -0.00 2 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. =3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. left and right exposed ;C-C for members and any other live loads. .s where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 1, 2, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date., July 5,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANC PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parametersshown, and Is for an individual building component, not Into �' a truss system. Before use. the building designer must verify the applicability of design parameters building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members dnd properly Incorporate this design the overall only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSW11 Oualdy C/Cedd, DSB-89 and BCSI Suffdhrg Component 6904 Parke East Blvd. Safety rntonnaRonovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 27i314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY I T14482978 75240 J131 Jack -Open 2 1 Job Reference (optional) cnamoers I russ, mc., r-on Fierce, FL t5.13U s mar 11 ZU1U MI I eK Inousmes, Inc. I nu dui b ut:ZZ:Ty Zuits rage i I D:fc6ZRoaxnh?vyJnkAMEaoiz 1 kk3-ffa6m87dUxuoZSdcTLL5vO W 7 W z4?PZRwgnJj z7z?B12 12 2 3 Scale = 1:7.5 4 • 1 3x4 = 1--0 1-0-00 Plate Offsets (X,Y)-- f2:0-0-9,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 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 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 26/Mechanical, 2=28110-3-8, 4=-56/Mechanical Max Harz 2=92(LC 12) Max Uplift 3=-26(LC 1), 2=-381(LC 12), 4=-56(LC 1) Max Grav 3=59(LC 12), 2=281(LC 1), 4=108(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all arec will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstar 2=381. =3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. eft and right exposed ;C-C for members and any other live loads. s where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 3, 4 except Qt=lb) Walter P. Finn PE No.22839 Mi7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103MIS BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, bnd Is for an individual building component, not �" a truss system. Before use, the building designer must vedfy the applicability of design parameters crrd property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, socANSUIPII Qua*Cdleda, DSB-69 and BCSI Bu6d V Component 6904 Parke East Blvd. Safety intoneaRonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482979 75240 JB3 Jack -Open 2 1 Job Reference o tional unambers truss, Inc., tort Nlerce, FL 12 • I 1 b.�3V 5IVIGf IZU �a IVII en IIruu0""tl ,""' '"'" OV!.<c c�io'ay.. ID:fc6ZRoaxnll?vyJnkbAMEaoizi kk3-7T8VZU7FFEOfBcCo 12sKRE31GNOR8?r43R2GVaz?BI1 -2-0-0 0-5-8 3-0-0 2-0-0 0-5-8 2-6-8 Scale = 1:14.0 4 4.5011 3x4 = 3 m 2 m N 3x4 = 7 62x3 11 5 Plate Offsets (X Y)-- f2:0-1-1 Edgel f3:0-7-8 0-1-91 f3:0-1-12 0-0-111 f8:0-0-0 0-1-121 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 7 >999 240 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=59/Mechanical, 5=19/Mechanical, 2=285/0-3-8 Max Horz 2=136(LC 12) Max Uplift 4=-39(LC 9), 2= 286(LC 12) Max Grav 4=65(LC 17), 5=39(LC 3), 2=285(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-39/398 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLT3.Opsf; h=15ft; B-15ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-10-12, Interior(1) 0-10-12 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)-This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all area where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. S) Provide mechanical connection (by others) of truss to bearing plate capable of withstan ing 100 lb uplift at joint(s) 4 except Ot=lb) 2=286. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL $3610 Date: July 5,2018 OWARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE IAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITeW connectors. This design is based only upon parameters shown, land Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVW1i Gual*Cdfeda, DSB-89 and BCSI Bugding Component 6904 Parke East Blvd. Safety intolmailanovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 2231)4. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482980 75240 J65 Jack -Open 1 1 Job Reference (optional) Gnambers I russ, Inc., tort coerce, tL u.i ou s mar i i zuiu iva i eK mausines, inc. i nu jui o U/:ZL:GI evi t3 rage i ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-b2itBg8tOY8Wpmn_bmNZ_RbYSniStSgDH5op l Oz?BIO 3-0-0 4-0-13 7-0-0 3-0-0 11-0-13 2-11-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.02 5 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.05 5 >748 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MP Wind(LL) 0.02 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.OE *Except* 3-6: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 2-0-13 except (jt=length) 4=Mechanical, 3=Mechanical. (lb) - Max Horz 7=163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4 except 6=-375(LC 1), 3=-1 Max Grav All reactions 250 lb or less at joint(s) 4 except 6=291(LC 12), FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-7=104/263 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD[ II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, 1 and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lum[ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all are will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta 6=375, 3=132, 7=537. Scale = 1:19.5 n n N O ai PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12), 7=-537(LC 12) (LC 3), 7=532(LC 1) I.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. irior(i) 3-0-0 to 6-11-4 zone; cantilever left DOL=1.60 plate grip DOL=1.60 iy other live loads. where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 4 except Qt=lb) Walter P. Finn PE No12839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, ynd Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mem a properly Incorporate this design into the overall rs only. Additional temporary and permanent bracing pp IYl OTeW Is always required for stability and to prevent collapse with possible personal injury and property dary?age. For general guidance regarding the fabrlcatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSWII Quality Cdferla, DS8-89 and SCSI Bugding Component 6904 Parke East Blvd. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482981 75240 JG3 Jack -Open 2 1 Job Reference (optional) cnamoers I russ, Inc., rorr rierce, rL r td ADEQUATE SUPPORT REQUIRED. O. 1- O 1V 1 1 1 LV 1 O IVII I - II IUUJll100, II ae. ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-b2itBg8t0Y8W pmn_bnTNZ_RbYMnmCtTwDH5op1 Oz?BIO 2-11-3 2-11-3 .so 12 2 9 8 4x5 = Mrfl 3 4 Scale = 1:17.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 , Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 20lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc puffins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 2=0-7-3. (lb) - Max Horz 2=157(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3 except 2=-182(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 2=390(L 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL_3.Opsf; h=15ft; B=45ft L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, �ntedor(1) -1-0-7 to 2-10-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumb r DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all are where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4r Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan ing 100 lb uplift at joint(s) 1, 3 except Qt=lb) 2=182. Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membersnA only. Additional temporary and permanent bracing T I VIO lek• Is always required for stability and to prevent collapse with possible personal injury and property darPage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/JPII 9ua1ltyCrBeda, DSB-89 and BCSI BuOd/ng Component Safety/ntonnaHonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA223,14. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482982 75240 JG7 Jack -Open 3 1 Job Reference (optional) UnamDers I russ, Inc., rOrr Fierce, I-L L ADEQUATE SUPPORT REQUIRED. t1.1 ou s Mar 11 Lul o IVII I eK muuslfles, Inc. i flu JUI o Ut:ee:LL Lu i u rage 1 ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-3EGFOA9VnsGNQwMB9TvoWf8izB61cvAMWIXNaSz?BI? A-1 I -Z 4.50 12 9 2 8 4x5 = ENEIR LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 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/TP12014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except Qt=length) 1=0-1-0, 2=0-7-3. (lb) - Max Harz 2=202(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 3, 4 except 2=-208(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 2=453(LCI1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:21.3 3 4 PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL 3.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-5 to-1-0-5,,nterior(1) -1-0-5 to 4-10-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4j Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstan ing 100 lb uplift at joint(s) 1, 3, 4 except Qt=lb) 2=208. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 0 Walter P. Finn PE No.22839 MjTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. f 01=2015 BEFORE USE. Design valid for use only with MITekO connectors. this design Is based only upon parameters shown, aIpd Is for an individual building component, not truss Before the building designer the design Incorporate this design Into the a system. use, must verity applicability of parameters and property overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property dambge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSl II QualityCdledd, DSB-89 and BCSI BUMd/V Component 6904 Parke East Blvd. Safety lnfounattonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22310. Tampa, FL 33610 Job Truss Truss Type I Oty Ply YANCY T14482983 75240 KJ7 Diagonal Hip Girder I 1 1 Job Reference (optional) cnamoers i russ, inc., ran rierce, rL 1 3-3-4 3-4-15 ZRoaxnh?vyJnkAMEaoizlkk3-OcN?psBmJTW5gEVi6,, Gb4D7YVm14mIf_30UdLz?9Hz 7-9-14 12-8-0 1 4-10-2 NAILED q 0 NAILED 13 3.18 12 NAILED 3x4 NAILED 3 12 NAILED NAILED 11 m 2 4x8 = 1 " 14 15 7 16 6 SKH26L NAILED 3x6 II NAILED 4x8 118 Special NAILED NAILED 5 Sx6 = 2-9-9 3-3-4 6-8-2 7-9-14 12-8-0 2-9-9 0-5-10 3-4-15 1-1-11 4-10-2 Plate Offsets X Y -- 2:0-0-7 0-1-12 8:0-3-2 3-0-0 8:0-0-0 0-1-12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 69lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 5-6. REACTIONS. (lb/size) 4=140/Mechanical, 8=251/0-11-5, 6=144/Mechanical Max Horz 8=208(LC 8) Max Uplift 4=-140(LC 8), 8=-929(LC 8), 6=-217(LC 5) Max Grav 4=140(LC 1), 8=878(LC 27), 6=247(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-554/484, 2-3=-534/483 BOT CHORD 1-8=-458/567, 7-8=-471/458, 6-7=-471/458 WEBS 3-7= 395/329, 3-6=-496/509 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. "II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lurnber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Iny other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=140, 8=929, 6=217. 6) Use USP SKH26L (With 16d nails into Girder & NA91) nails into Truss) or equivalent at 4-0 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. 7) Fill all nail holes where hanger is in contact with lumber. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(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 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 1-5=-20 Concentrated Loads (lb) Vert: 11=68(F=34, B=34) 13= 58(F=-29, B= 29) 14=381(F=191, B=191) 15=77(1F=39, B=39) 16=6(F=3, B=3) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: N cb cb July 5,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE mu-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, �nd is for an Individual building component, not �' uss a trsystem. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members and property Incorporate this design Into the overall only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMIf Qua*Cd1e11a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely InfonnaHonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223h 4. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482984 75240 KJ7G Diagonal Hip Girder 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:25 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaaizi kk3-Upx008604neylN4mgcSVBHmI106XpD?pgm 19nz?BHy 3-3-4 6-8-2 7-9-14 -- - 12-8-0 3-3-4 3-4-15 1-1-11 4-10-2 NAILED v 0 NAILED 13 3.18 12 - NAILED 3x4 NAILED 3 12 NAILED NAILED a r 4x8 II 11 2 4x8 = 1LLA 14 15 7 16 6 SKH26L NAILED 3x6 II NAILED 8 Special 5 NAILED NAILED 5x6 = 2-9-9 3 1.4 , 7-9-14 12-8-0 2-9-9 0-5-10 4-6-10 4-10-2 Plate Offsets (X Y)-- j2:0-4-10 3-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 69lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 5-6. REACTIONS. (lb/size) 4=140/Mechanical, 8=251/0-11-5, 6=144/Mechanical Max Horz 8=208(LC 24) Max Uplift 4=-140(LC 8), 8=-929(LC 8), 6— 217(LC 5) Max Grav 4=140(LC 1), 8=878(LC 27), 6=247(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 1-2=-554/484, 2-3=-534/483 BOT CHORD 1-8— 458/567, 7-8=-471/458, 6-7=-471/458 WEBS 3-7=-395/329, 3-6=-496/509 NOTES- 1), Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD =3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witl} any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all a]as where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 4=140, 8=929, 6=217. 6) Use USP SKH26L (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 4-4-0 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. 7) Fill all nail holes where hanger is in contact with lumber. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidl nes. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fron (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 1-5=-20 Concentrated Loads (lb) Vert: 11=68(F=34, 8=34) 13= 58(F= 29, B=-29) 14=381(F=191, B=191) 15=7 (F=39, B=39) 16=6(F=3, B=3) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERANCE PAGE Mf1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shoe,%, and Is for an Individual building component not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property clamage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS&VII CaaIRyCICeft DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnoNonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 12314. Tanipa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482985 75240 KJA Diagonal Hip Girder 1 1 Job Reference (optional) unamoets 1Fu55, Inc., run rierua, r� ..-. ,, --,- ...,-1 - ... _.. _._ --'- - - ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-y?VmEXCOr4movXfyOJzkhVJRaoSrYifyRNVaiDz?BHx 1-0-1 1-7-14 4-2-4 7-0-2 o i 1-0�T3 2-6-6 2-9-14 Scale = 1:23.7 3.181 2 NAILED 4 0 NAILED q NAILED 2x3 11 0 3 NAILED 3x4 11 2 d N 1 u' m 8 5 3x4 — 3x4 = 1-1 7 6 3x6 11 3x6 11 NAILED NAILED NAILED NAILED 1-7-14 4.2-4 i 7-0-2 1-7-14 2-6-6 I 2-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.07 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.09 7 >940 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.10 7 >807 240 Weight: 35 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 "Except' 2-7: 2x4 SP No.3, 5-7: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=185/0-10-15, 4=63/Mechanical, 5=178/Mechanical Max Horz 1=112(LC 8) Max Uplift 1=-167(LC 8), 4=-65(LC 24), 5= 136(LC 8) Max Grav 1=241(LC 28), 4=73(LC 17), 5=198(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2-8— 298/319 WEBS 3-6-318/327 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCC II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 2rThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all ar will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withst 1=167, 5=136. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x325") toe -nails per NDS guic 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as froi LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-60, 8-9=-20, 5-7= 20 Concentrated Loads (lb) Vert: 8=58(F= 4, 8=61) 2=61(B) 6=1 O(F=O, 8=10) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-8. =3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ember DOL=1.60 plate grip DOL=1.60 any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 4 except gt=lb) (F) or back (B). Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANC EPA GE MII-7473 rev. 10I03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shov)n, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameter§ building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members and properly Incorporate this design Into the overall only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property fabrication, storage, delivery, erection and bracing of trusses and truss systems, scoANS&VII ®ua/ByCrlfeda, damage. For general guidance regarding the DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety /nformatlonavallabie from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482986 75240 KJA7 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, inc., Ton Pierce, FL ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-QB38RtDecOufXliE8xoUzOircaCmnH2S6g1F8Egz?BHw 0-7-12 0.5.1D Q-11y1 3-5-5 i 6.2.14 _ _L10-12 7-6-10 6-6-9 9.104 2-9-15 5-10 3 2-6-1 2-9-9 14 0-7-'14 7-0-0 1-3-8 0.2-2 Scale = 1:26.4 1 NAILED 8 NAILED 3x4 II 2x3 11 7 3.18 12 3x4 II 6 NAILED 5 NAILED 4 % 22 4 2x3 11 3 EE 2 kfi '3x6 = 3x6 11 3x5 = 17 16 6x8 = Special Special NAILED 14 10 II NAILED 5x6 = 3x6 II 7-0.2 Plate Offsets X,Y -- 2:0-1-7 Ed e 16:0-4-0 0-2-6 16:0-1-12 0-0-0 , 18:0-0-0 0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.02 17 >999 180 BCLL 0.0 Rep Stress Incr NO WB, 0.57 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 63 lb 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 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-14,7-10: 2x4 SP No.3, 2-18: 2x4 SP M 30 6-0-0 oc bracing: 12-13,11-12. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 2=0-4-9, 12=0-11-5. (lb) - Max Horz 2=226(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 8, 9 except 2=-425(LC 8), 1 = 273(LC 8) Max Grav All reactions 250 lb or less at joint(s) 8, 9 except 2=433(LC 2 ), 12=523(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-863/52, 3-4— 382/0 BOT CHORD 15-16= 56/269, 14-15= 56/269, 2-18=-139/668 WEBS 3-18=-135/369 NOTES- 1)'Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lu ber DOL=1.60 plate grip DOL=1.60 any 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide " will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan ing 100 lb uplift at joint(s) 8, 9 except Qt=lb) 2=425, 12=273. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidfin S. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 55 lb up at 1-4-8, and 58 lb down and 55 lb up at 1-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front ( or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-60, 14-17=-20, 11-13=-20, 9-10_ 20, 18-19=-20 Concentrated Loads (lb) WalterP. Finn PE No.22839 Vert: 16=69(F=35, B=35) 6= 86(F=-83, B=-3) MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING -Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 5 always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7PI1 CuainkCiHeda, DSO-89 and SCSI BuUding Component 6904 Parke East Blvd. Safety/nfoimallonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA223,14. Tampa, FL 33610 Job Truss Truss Type I I Qty Ply YANCY T14492987 75240 KJG7 Diagonal Hip Girder I 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.1 K 5 Mar I 1 2016 IVII I eK Inuubin ub, mu. 1 10 JUI 6 v/:0000 Lu 16 rage r ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-uOdW fDEGNiOW 9rpKVk?CniwOnPbBaOdnFvh_hm6z?BHv -5-9-0 3-5-5 6.10-15 5-9-0 3-5-5 3-5-11 Scale = 1:25.2 4 _ NAILED o Io NAILED 3.19 12 2x3 II 10 NAILED 3 NAILED v 0 2 N LJ , 11 6 NAILED 3x6 II NAILED 5 1 45 = NAILED NAILED 0 0 ADEQUATE SUPPORT REQUIRED. 6-10-15 I 6-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.02 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017lFPI2014 Matrix -MP Wind(LL) -0.01 6 >999 240 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Ot=length) 1=Mechanical, 2=0-9-13. (lb) - Max Horz 2=202(LC 24) Max Uplift All uplift 100 lb or less atjoint(s) 4, 5 except 1=-112(LC 24), 2--360(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 2=554(LC8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL= II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lut 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with e 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all area: will fit between the bottom chord and any other members. 4)Referto girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstan( 1=112, 2=360. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlinl 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-81, 4-8=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=122(F=61, B=61) 9=123(F=61, B=61) 11= 3(F= 1, B=-1) i.Opsf; h=15ft; B=45ft; L=24ft; eave--4ft; Cat. ber DOL=1.60 plate grip DOL=1.60 iy other live loads. where a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 4, 5 except Ot=lb) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE P�GE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters ano properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord memb'iers Is always required for stability and to prevent collapse with possible personal injury and properly darr]age. only. Additional temporary and permanent bracing for general guidance regarding the i1�iTeic' fabrication, storage, delivery, erection and bracing of imsses and truss systems, seeANS&VII Gua19y,CfBefb DS9-89 and BCS18uQd/ng Component 6904 Parke East Blvd. Safety/nfoflnaflonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231,4. Tanga, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482988 75240 KJP DIAGONAL HIP GIRDER 2 1 Job Reference (optional) unam0ers I russ, inc., rorr rierce, rr. , uy� ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-gmIH4vFWvJGE09zjd92grLT6EPj?U W XYM?Tor_z?BHt -5-7-14 0-7-13 -5-1 5-1-3 9-10-1 5-7-14 -5-1 4-5-6 4-8-14 0-2-2 3.18 12 NAILED NAILED NAILED 12 2x3 11 NAILE NAILED q NAILED 3x6 % 11 5x12 MTi8HS 3 10 2 9 nn ADEQUATE 8 NAI ED NAILED 7 NAILED SUPPORT 3x6 II I NAILED4x4 = NAILED • REQUIRED. -5-7.8 0-7-13, 1 5-1-3 9-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.11 7 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.10 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 "Except` 6-8: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 "Except* 2-9: 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except at --length) 1=Mechanical, 9=0-4-9. (Ib) - Max Harz 9=247(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 5=-165(LC 8), 6=-157 Max Grav All reactions 250 lb or less at joint(s) 5, 6, 1 except 9=536(LC FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-9= 369/218 WEBS 4-7=-336/352, 2-7= 49/252 NOTES- 1 f Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; LumbE 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all area will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain R capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstal joint 6, 138 lb uplift at joint 1 and 425 lb uplift at joint 9. 8) "NAILED" indicates 3-1 Old (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlii 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 6-8=-20 Concentrated Loads (lb) Vert: 10=105(F=52, B=52) 12= 102(F=-51, B=-51) 13=62(F=31, B=31) 15=-5( 5 Scale = 1:30.6 0 Io T T Jr v PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 66 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8), 1=-138(LC 24), 9=-425(LC 8) ;.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. )OL=1.60 plate grip DOL=1.60 ly other live loads. where a rectangle 3-6-0 tall by 2-0-0 wide a. Building designer should verify 165 lb uplift at joint 5, 157 lb uplift at or back (B). B=-3) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFEAANCE PAGE MlI-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters an property Incorporate this design Into the overall Incorporate building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord men rs only. A temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property dam e. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYWJ1 CualllyCdferla, DSB-89 and SCSI BuOdlAg Component 6904 Parke East Blvd. Safety fnfomrallortavallable from Truss Plate Institute, 218 N. Lee Street. SWte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply YANCY T14482989 75240 P HIP 1 1 i Job Reference (optional) Ghamuers Truss, inc., run fierce, rL o. iou a Mar i 1 2010 N, eIr. us as, ic. u U .«. aye ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-JzIfHFG9fdP501YvAsZvOY01?p2LDuyhbfDLNRz?BHs 4-8-12 9-0-0 13-4-0 20-0-10 21-6-2 5-8 434 4-3-4 4-4-0 6-8-10 1-5-6 Scale = 1:46.6 • 4x4 = 5x6 = 4 21 5 4.50 12 4x4 3 22 23 3x4 6 8x10 = N 20 I°' o 1r to q8 b nLi 0 4x8 = ADE ATE 15 14 13 11 10 6x8 = * SUPPORT REQUIRED. 3x5 II 4x5 = 3x6 II 6x8 4x5 = 3x5 11 21-5.8 i-4-0-13 44612 9-0-0 13-420-0-10_ _ 1-8¢2 t5-8 -0-13 -8-104 4-3-4 60 I 0-a-11 Plate Offsets (X Y)-- f5:0-3-0 0-2-61 f9:0-5-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.05 13-14 >999 240 BCLL 0.0 * Rep Stress [nor YES WB 0.41 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.04 13-14 >999 240 Weight:161 lb 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 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-15,6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 2-16: 2x6 SP No.2 REACTIONS. (lb/size) 1=103/0-1-0, 7=0/1-0-3, 16=977/0-3-8, 8=867/0-3-8 Max Horz 16=134(LC 11) Max Uplift 1= 101(LC 12), 16=-599(LC 12), 8— 543(LC 12) Max Grav 1=103(LC 1), 16=996(LC 17), 8=867(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-963/668, 3-4=-963/773, 4-5=-8677786, 5-6= 767/744, 6-7=-433/297 BOT CHORD 2-16= 921/718, 13-14= 566/872, 11-13= 564/875, 6-9= 423/555, 8-9=-252/364, 7-8=-302/418 WEBS 2-14=-575/940, 3-14_ 253/339, 9-11=-469/779, 5-9=-384/78 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. - 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-8 to-0-11-8, ntedor(1)-0-11-8 to 9-0-0, Exterior(2) 9-0-0 to 13-4-0, Interior(1) 17-6-15 to 21-6-2 zone; porch left and right exposed;C-C for member and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 5) *This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSUTPI 1 angle to grain fo ula. Building designer should verify capacity of bearing surface. I 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 1, 599 lb uplift at joint 16 and 543 lb uplift at joint 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, an is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters aril building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membe operly incorporate this design Into the overall only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII ®ualllyCrgedd, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informallorlavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482990 75240 P1 HIP 1 1 Job Reference o tionai cnamoers I russ, Inc., ron Merce, r-L 4.501112 4x4 3x6 '- q 3 4x8 = . 2 (fir 17 NLi O ADEQUATE 15 14 SUPPORT 5x6 = 3x6 II REQUIRED. 0.IOU a IVldl I I cU 10 Ivll I— IIIUU-1—, II ray. , ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-n9s1 UbHnQwXydS66ka48wmYVMDRsyH2rpJyvvtz?BHr 11.4-0 0-2-0 5x8 = 5 19 20 3x4 11 �\ 3x4 11 �cl 7 12 11 6x6 3x6 II 5x6 = 11-4-0 Scale=1:40.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.04 14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.07 14 >999 240 Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SP 240OF 2.OE *Except* except end verticals. 2-15: 2x4 SP No.3, 6-11: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 SP No.3 6-0-0 cc bracing: 2-16. OTHERS 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except (jt=length) 8=1-2-12, 1=Mechanical. (lb) - Max Harz 16=188(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-230(LC 18), 16=-5 O(LC 12), 9=-559(LC 12) Max Grav All reactions 250 lb or less at joint(s) 8, 1 except 16=836(LC 17), 9=915(LC 1) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-612/504 BOT CHORD 15-16=-278/504, 2-16=-346/352, 14-15=-374/564, 12-14— 365/559, 11-12= 365/559, 10-11= 215/451, 6-10=-286/369 WEBS 4-15=-608/308, 4-14=-176/309, 5-11=-670/405, 5-12=-192/456 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-42psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10j Intedor(1)-0-11-10 to 11-2-0, Exterior(2) 11-2-0 to 15-4-15 zone; porch left and right exposed;C-C for members and forces & MWFF(S for reactions shown; Lumber D0�1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas wf Iere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I100 lb uplift at joint(s) 1 except Qt=lb) 8=230, 16=510, 9=559. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 I Date: July 5,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and I� for an Individual building component, not �+ a truss system. Before use, the building designer must verify the applicabalty of design parameters and properly Incorporate this design Into the overall i building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage.) For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII CuaW CrIfeda, DS"9 and =1 SuBding Component 6904 Parke East Blvd. Safety/nfoanallon3vallabte from Truss Plate Institute, 218 N. Lee Street, Sidle 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type , Qty Ply YANCY T74482991 75240 P2 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., tort Pierce, FL 8.130 s iviar n zutu Mi I ex industries, inc. Thu uui o 0 :22:33 201 o rage I ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-FLQPiwIPBEfpFchl IHbNTz5bxckNhrL_2ziSSJz'?BHq I -4-0-0 -5• 5-9-12 11-2-0 13.1.8 14-8-3 4-0-D -5- 5-4-4 5-4-4 1-11-6 1-6-11 Scale = 1:39.0 4.50 Fi2 44 = 5 19 4x5 3x6 7:— 6 3x4 II 20 18 7 11 4 • 12x3 3 I 3x6 r; a 2 17 15 0= o N a 6 3x$ II o 0 10 = ADEQUATE 14 13 12 11 SUPPORT 3x5 II 4x5 = 6x8 = 3x5 11 REQUIRED. -3-11-10 5- 5-9-12 E9-B 11-2-0 131-8 38-1 14-B-3 311-70 5- 5-4.4 0-11-12 4-4-6 1-11-8 0-11.4 Plate Offsets (X,Y)--(12:0-3-8,0-3-121,(15:0-3-12,0-1-121 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.17 12-13 >913 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) -0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 13 >999 240 Weight: 111 lb FT = 20% LUMBER- 2x4 SP M 30 �TBOACING- TOPCHORDP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x8 SP 240OF 2.OE *Except* except end verticals. 2-14: 2x4 SP No.3, 6-11: 2x4 SP M 30 OT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 `Except' 2-16: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except Qt=length) 8=1-2-12, 1=Mechanical. (lb) - Max Horz 16=267(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 8, 1 except 16=-433(LC 12), 9= 27(LC 12) Max Grav All reactions 250 lb or less at joint(s) 8, 1 except 16=726(LC 17), 9=623(LC 2) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 296/96, 3-5=-287/237, 5-6= 292/304 BOT CHORD 15-16=-459/400, 2-15= 488/319, 11-12=-262/179 WEBS 13-15=-39/345, 3-13=-294/371, 10-12=-480/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 11-2-0, Exterior(2) 11-2-0 to 14-2-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 1 except Qt=lb) 16=433, 9=327. Wetter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �' :1j a truss system. Before use, the building designer must verify the applicability of design parameters and proody incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stabllily 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, seeANS&7pll CUa/CyCdfeda, DSO-69 and SCSI Bugdfng Component 6904 Parke East Blvd. Safety/nfonnaffonovallabie from Truss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type , Qty Ply YANCY T14482992 75240 P3 ROOF SPECIAL 1 1 1 - Job Reference o tionai e;namDers truss, Inc., Ton Tierce, I-L 14 ADEQUATE SUPPORT REQUIRED. 4x6 2 12 5x6 = 4-7-3 C.7"u S Mar 1 , eU 10 IV111 UK HWUSL1Ieb, Hle. r r1U JUI a Ul:eesa9 Lu 16 raye 1 ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-jY_nvGI 1yYngtmGUs?6c?BerZ08MQJL7HdR?_mz?BHp 9-7-15 11-2-011.2-10 4-7-3 1-6-1 0- -10 3x6 G i 4 6 4.50 F12 3x4 I I 15 10 5x6 = v r; 0 0 3x6 I I O Scale = 1:32.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.01 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.00 11 >999 240 Weight: 93lb 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* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-12,7-9: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 2-13: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except (jt=length) 7=1-2-12, 1=Mechanical. (lb) - Max Harz 13=341(LC 12) Max Uplift All uplift 100 lb or less at joints) except 7= 253(LC 17), 1=-103(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 13=540(LC 1), 8= FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-13=-303/310, 11-12=-239/276, 10-11=-239/276, 5-9= 213/323 WEBS 4-10=-326/276, 4-12=-315/41 NOTES- 1 j Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Op: II; Exp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-3-11-10 to-0-11-10, 1 porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lu 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any o% 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whe will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formul capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding joint 1, 267 lb uplift at joint 13 and 561 lb uplift at joint 8. 6-0-0 oc bracing: 2-13. 12), 13=-267(LC 12), 8= 56i (LC 707(LC 1) h=15ft; B=45ft; L=24ft; eave=4ft; Cat. �rior(1)-0-11-10 to 11-0-14 zone; ter DOL=1.60 plate grip DOL=1.60 r live loads. a rectangle 3-6-0 tall by 2-0-0 wide Building designer should verify lb uplift at joint 7, 103 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MlIf7473 rev. f 0y03/1015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must vedfy 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 onl�. Additional temporary and permanent bracing �y IM1 eW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualityCdfeda, DSS-89 and SCSI BuUd/ng Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type I Qty Ply YANCY T14482993 75240 P4 MONOPITCH 1 1 Job Reference (optional) unamoers I russ, mc., rorr t-Wrce, rL 0 ADEQUATE SUPPORT REQUIRED. o.,uu a rvm, „ cu,o rvu,en u,uuau,oa, nip. i oy� ID:fc6ZRoaxnh?vyJnk4MEaoizlkk3-BkYA7cJgtvXUwrhPierYOAOxQU69oXHW HBZWCz?BHo -4-0-0 0-5-8 6-2-5 7-9-1 4-0-0 0-5-8 5-8-13 1-6-12 Scale=1:26.8 4 3x4 11 3x 3 4.50 F12 12 M 4x8 2 9 3x6 11 8 5x6 = -3-11-11 0-5-8 I 6-2-5 6-9 r 3-11-11 0-5-8 5-8-13 Plate Offsets (X Y)-- f2.0-1-4 0-2-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.01 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.00 7 >999 240 Weight:61 lb FT=20% LUMBER RACING - 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 I except end verticals. 8-9,5-7: 2x8 SP 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except' 2-10: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except Qt=length) 1=Mechanical, 5=1-2-12. (lb) - Max Horz 10=263(LC 12) Max Uplift All uplift 100 lb or less at joints) except 1= 102(LC 12), 5=-167(LC 17), 10=-202(LC 12), 6=-418(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5 except 10=410(LC 1), 6=475(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-10= 356/305, 3-7=-271/404 NOTES- 1 j Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, (nterior(1)-0-11-10 to 7-7-5 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 1, 167 lb uplift at joint 5, 202 lb uplift at joint 10 and 418 lb uplift at joint 6. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 I WARNING -Verify design parameter; and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIli 74T3 rev. 10/012015 BEFORE USE -- ILMM Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not �• a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members onlyAdditional temporary and permanent bracing �/�. itllOW is always required for stability and to prevent collapse with possible personal Injury and property damage. F�r general guidance warding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeAM51/71PH QualByCiffa ft DSO-89 and BCSI SuOding Component 6904 Parke East Blvd. Safety lnfonnoNoiravaliable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type r City Ply YANCY T14482994 75240 P5 MONOPITCH I 1 1 Job Reference o tional Chambers Truss, inc., Fort Pierce, FL UK s Mar 11 20io ivii I eK Inuu6irles, mu. i riu dui 5 0 :22;3o 20Io rage i ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-fw6YKyKHU91064QtzP945cj4AgpzuEcQkxw62ez?BHn -2-5-0 0-5-8 2-8-12 4-3-8 ' 2-5-0 0-5-8 2.3-4 1.6-12 Scale = 1:17.6 4 ' 3x4 I 3x4 I 4.50112 3 7x8 MT18HS % 11 N 2 I 1 1 0 10 3x6 = 3x6 II 9 8 0-5-8 3x6 II 2-8-12 5x6 = 3-4-4 4-3.8 0-5 8 2-3-4 0-7-8 0-11-4 Plate Offsets (X Y)-- f2:0-1-4,0-1-121 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.00 9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 34lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 `Except` 8-9,5-7: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' 2-10: 2x6 SP No.2 REACTIONS. (lb/size) 5=38/1-2-12, 10=391/0-3-8, 6=36/0-3-8 Max Harz 10=313(LC 12) Max Uplift 10_ 436(LC 12), 6=-230(LC 9) Max Grav 5=76(LC 17), 10=391(LC 1), 6=99(LC 3) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-10=-382/615 CHORD Structural wood sheathing directly applied or 4-3-8 oc puriins, except end verticals. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. -II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-5-0 to 0-7-4, Interior(or) 0-7-4 to 4-1-12 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 'I I 3) All plates are MT20 plates unless otherwise indicated. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whey+ rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. (Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 10 and 230 lb uplift at joint 6. I I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f0103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly+ncorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication. storage, delivery. erection and bracing of trusses and truss systems. seeANSWIf Qua/ByCdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/rlfoanallonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482995 75240 V5 Valley 1 1 Job Reference o tional i.namoers cuss, nu:., run rrerue, rL B 3x4 3.90 12 2 I D:fc6ZRoaxnh?vyJtlkAMEaoizl kk3-77gwY1LvFT9FkE?3X7gJdpGNBEBpdivazbggb4z 5.0-5 3X6 = LOADING (psi) SPACING- 2-0-0 CSI. ODE TCLL 20.0 Plate Grip DOL 1,25 TC 0.18 Il TCDL 10.0 Lumber DOL 1.25 BC 0.22 ,E UE BCLL 0.0 ' Rep Stress Incr YES WB 0.00 (iE BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BR TOP CHORD 2x4 SP No.3 TO BOT CHORD 2x4 SP No.3 BO REACTIONS. (lb/size) 1=127/5-0-5, 3=127/5-0-5 Max Harz 1=13(LC11) Max Uplift 1=-73(LC 12), 3_ 73(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-168/290, 2-3=-168/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE-7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 31 Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otl 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whe will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Scale = 1:9.3 3 3x4 in (loc) I/deft Vd PLATES GRIP n/a n/a 999 MT20 244/190 n/a n/a 999 -0.00 3 n/a n/a Weight: 13 lb FT = 20% CHORD Structural wood sheathing directly applied or 5-0-5 oc puffins. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. h=15ft; B=45ft L=24ft; eave=4ft; Cat. right exposed ;C-C for members and r live loads. a rectangle 3-6-0 tall by 2-0-0 wide i lb uplift at joint(s) 1, 3. Welter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 5,2018 i A WARNING -Verily design paramelerS and READ NOTES ON THIS AND INCLUDED Mn"EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �- Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an )ndividual building component not � a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualityCiCeda, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety rntormaflonovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482996 75240 V23 Valley 1 1 Job Reference o tional cnarnDKS I Fuss, Inc., ron rlerce, rL 11-9-0 3.90 12 2x3 I I z 10 1 3x4 % 9 2x3 I LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 O. I JV O IVIOI I I GV I O IVII I tlA IIIUUJLIICJ, II IG. I IIU UUI O rayo ID:fc6ZRoaxnll?vyJnkAMEaoizl kk3-77gwYILvFT9FkE?3X7gJdpGFYE8zdh_azbggb4z?BHm 4x4 = 3 11 /1 1 1 12 CSI. TC 0.67 BC 0.40 WB 0.12 Matrix-S Scale = 1:37.1 2x3 I I 4 13 5 6 3x4 2x3 I 3-6-1 in (loc) I/dell Ud PLATES GRIP IDEFL. Vert(LL) n/a n/a 999 MT20 244/190 Uert(CT) n/a n/a 999 orz(CT) 0.00 5 n/a n/a Weight: 78 lb FT = 20% LUMBER -BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-6-1. (lb) - Max Horz 1=-90(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7= 155(LC 12), 6=-339(LC 12), 9=-339(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=407(LC 1), 6=51'4(LC 22), 9=514(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-297/249, 4-6=-387/411, 2-9=-387/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsfj h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Interior(1) 3-11-1 to 11-9-0, Extedor(2) �11-9-0 to 14-9-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRI for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othe[ live loads. 5) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 7=155, 6=339, 9=339. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473, rev. 1010312015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Irjcorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Adtlifional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSWIl Cua/ByCrIfeft DS"9 and BCSI Bugdlnp Component 6904 Parke East Blvd. Safety/nfonnaBonavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482997 75240 VA Valley I 1 1 Job Reference o tional cnamoers truss, Inc., t-on Fierce, t-L 9.5.5 9-5-5 r 3.90 12 10 1 3x4 rs. rou s iwar r r zu,o rvu i en muusuiea, mu. 1 nu our v vr.ec.0 cv i o Faye i ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-bJDIleLYOmH6LNaF5gBYA1 oSydV3M8UICEPD7Xz?BHI 18-10-10 4x4 = 3 2x3 11j� \ 12 4 3 II 9 8 7 6 2x3 I 3x6 = 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFLI in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.34 II n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 ..ert(CT) ryorz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S I 13 Scale = 1:29.8 5 3x4 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-10-10. (lb) - Max Horz 1=-71(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 8 except 6=-286(LC 12), 9= 286(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 6=435(LC 22), 9= 435(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-318/358, 2-9= 318/358 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Interior(1) 3-11-1 to 9-5-5, Exterior(2) 9-5-5 to 12-5-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 'plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any othe � live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift atjoint(s) 1, 5, 8 except Ut=lb) 6=286, 9=286. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 TV. 10I03&015 BEFORE USE Design valid for use only with MiTek® connectois. 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 IncGorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For gerieral guidance regarding the fabrication. storage, delivery, erecilon and bracing of trusses and truss systems, seeANSWII GualltyCfflodd, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety /nfofmal/onovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY I T14482998 75240 VB Valley 1 1 I Job Reference (optional) L:namDers truss, Inc., ron coerce, rL 6 3x4 7-1-9 -9 3.90 F,2 4x4 = 3 O. IOU J IVIdl I I LV 18 IVII I tln II IUU-11—, 11— 11IU — J V /.GG.J Gv Io rays I nh?vyJnkAMEaoizl kk3-4Vngy_MAn4PyzX9SeYiniELhtivz5b4tQu9mfzz?BHk 14-3-3 Scale = 1:22.5 Plate Offsets (X,Y)-- (2:0-0-0,0-0-01 1 LOADING (psf) SPACING- 2-0-0 CSI. IDEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 I�I ert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 �orz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TQP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. All bearings 14-3-3. (lb) - Max Horz 1=-52(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6= 195(LC 12). 8_ 1 5(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=296(LC 22), 8=296(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6= 220/285, 2-8=-220/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; 15ft; B=45ft; L=24ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 4-0-0, Interior(1 4-0-0 to 7-1-9, Exterior(2) 7-1-9 to 10-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for react ons shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except at=1b) 6=195, 8=195. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK AEFERANCE PAGE M11­7473 rev. f0/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Ini ivldual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVWII Qua/ByCrltella, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nfonnahbnovallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tama, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482999 75240 VC Valley 1 1 Job Reference (optional) L,namoers truss, mc., rurL rierce, rL ID:fc6ZRoaxnh?wJnkAMEaoiztkk3 OwRNaOQJhfaCrlamzkFofQ_trY9ZUK9uCetksz?BHi Scale = 1:17.4 + I 4x4 = . 3.90 12 I 2 7 • 6 I 8 5 3 1 • 4 3x4 % 2x3 13x4 9-7-12 9-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 IiI OP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 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=133/9-7-12, 3=133/9-7-12, 4=359/9-7-12 Max Horz 1=-32(LC 10) Max Uplift 1=-84(LC 12), 3=-84(LC 12), 4=-191(LC 12) Max Grav 1=138(LC 21), 3=138(LC 22), 4=359(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-245/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0 sf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Interlor(1) 3-11-1 to 4-9-14, Exterior(2) 4-9-14 to 7-9-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any of er live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whe e a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=191. 1 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MIP7473 rev. f 01032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and prope�ly Incorporate this design Into the overall p p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,Tr'iTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLMIT GualltyCiBeft DS849 and SCSI Building Component 6904 Parke East Blvd. Safety /ntolmaflonavallable from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandria, VA 22" Tama, FL 33610 Job Truss Truss Type Qty Ply YANCY T14483000 75240 VE Valley 1 1 Job Reference (optional) cnamoers truss, Inc., I-orr Vierce, rL I o• a t kk_� . ,.... . � �..��. _U ID:fc6ZRoaxnh?vyJnkAMEaoiz3-OuvRNgOQJhfgCrlgmzkFofQ2grZjZVt9uCetksz?BHi 2-3-4 4-6-9 1 3.90 FIT 3X4 2 3x6 = 3x4 zzz 3 Scale = 1:8.5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 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 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=108/4-6-9, 3=108/4-6-9 Max Horz 1— 11(LC 10) Max Uplift 1=-62(LC 12), 3=-62(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Op 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left I forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Structural wood sheathing directly applied or 4-6-9 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. h=15ft; B=45ft; L=24ft; eave=4ft; Cat. right exposed ;C-C for members and ther live loads. ere a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 1, 3. Welter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103)2015 BEFORE USE. Design valid for use ody with MITek® connectors. This design is based only upon parameters shown, and Isjfor an individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonat temporary and permanent bracing Mir is always required for stability and to prevent collapse with possible personal Injury and property damage.I For general guidance regarding the ilk• fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1P11 CualdyCi fedo, DSB-89 and BCSI Buliding Component 6904 Parke East Blvd. Safety Infolmat/ortavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14483001 75240 VF Valley 1 1 Job Reference o tional VnamOers i russ, mc., rorr rrerce, rL 4-7-0 ' 4-7-0 3.90 F12 6 5 1 � 3x4 aoiztktc3 U4ipb?P24?nXq?tlKgGUKtzAFFuslxcJ7sNRGiz?BHh I D:fc6ZRoaxnh?W3nWtZ 9-2-0 4-7-0 4x4 = 2 7 4 2x3 11 9-2-0 8 3x4 3 Scale = 1:16.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 nJa n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/9-2-0, 3=125/9-2-0, 4=336/9-2-0 Max Horz 1=-30(LC 10) Max Uplift 1= 79(LC 12), 3— 79(LC 12), 4=-179(LC 12) Max Grav 1=129(LC 21), 3=129(LC 22), 4=336(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-230/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0Qs 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Intent to 7-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for1rE plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otf 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whet ' will fit between the bottom chord and any other members. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding i 4=179. Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. h=15ft; B=45ft; L=24ft; eave=4ft; Cat. (1) 3-11-1 to 4-7-0, Extedor(2) 4-7-0 ctions shown; Lumber DOL=1.60 r live loads. a rectangle 3-6-0 tall by 2-0-0 wide I lb uplift at joint(s) 1, 3 except 6t=1b) Welter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mlli 7473 rev. 101012015 BEFORE USE Design valid for use only with MITek® connectors. This design is based oNy upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members onlli. Additional temporary and permanent bracing iViiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. Fpr general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANSUTPII Qua/By CrBeltb DS849 and BCSI SuUdlrlg Component 6904 Parke Easi Blvd. Safety/nformationavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, I Tampa, FL 33610 T14483002 75240 0 VG 1 Truss Type Valley 9511NI 3.90 1 1 f 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07:22:43 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-yGi BoLPgrJvOSBSDtNnjt4WMZeEH i OmSLW7_okz?BHg 1-4-8 Scale: 3/4°=1' 3x6 = 3 3x4 11 4 6 6 3x4 2xJ II 3x4 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=109/8-3-3, 5=143/8-3-3, 6=324/8-3-3 Max Horz 1=93(LC 12) Max Uplift 1=-44(LC 12), 5= 85(LC 12), 6=-203(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6= 247/348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL= .Opsf; h=15ft B=45ft; L=24ft; eave-lfh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 4-1-9, Injerior(1) 4-1-9 to 6-10-11, Extedor(2) 6-10-11 to B-1-7 zone; cantilever left and right exposed ;C-C for members and forces & i W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas i here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 6=203. 1 Welter P. Finn PE No.22839 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1fEK REFEAANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, anti is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and Properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property darna0e. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS►M11 QualityCdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infomnaflbnovailabie from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14483003 75240 VH Valley 1 1 Job Reference (optional) L;namoers truss, Inc., t-on t-ierce, r-L • I 1 45 ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3 QTbZOhQlcclF311PR5lyPl2Uf2TpmsdcaAsXKAz?BHf 6-6-7 a-a.7 3.90 12 4 3x5 II 2 3 3x5 11 Scale=1:14.4 i LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.49 DEFL. in Vert(LL) n/a (loc) I/defl Ud n/a 999 PLATES GRIP MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) n/a n/a 999 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2017ITP12014 WB 0.00 Matrix-P Horz(CT) 0.00 n/a n/a Weight: 21 lb FT = 20% LUMBER- TOP CHORD 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=219/6-6-7, 3=219/6-6-7 Max Horz 1=108(LC 12) Max Uplift 1=-109(LC 12), 3— 144(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-180/429 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-11-1 to 5-1-15, Ex#or(2) 5-1-15 to 6-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 31 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding i100 lb uplift at joint(s) except (t=lb) 1=109, 3=144. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIYEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and propgrly 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 {��p MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSYM11 QualityCrlfedl DSB-89 and BCS1 SuBding Component 6904 Parke East Blvd. Safety /ntormoHomvailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type + + Oty Ply YANCY T14483004 76240 VK Valley 1 1 Job Reference (optional) cnamners truss, Inc., ron coerce, r-L 0 3x4 o. IOU J IVIQI 1 1 LU 10 IVII 1 tl II IUUJII ICJ, 111U. I I IU UUI : rayc ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-uf9yD1 RxMw96hScc?opByVbc8SwtVJtlpgc5tdz?BHe 3.90 F12 3x4 11 2 3x4 3 Scale = 1:9.6 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 �BOTCHORD REACTIONS. (lb/size) 1=126/4-2-12, 3=126/4-2-12 Max Horz 1=62(LC 12) Max Uplift 1= 63(LC 12), 3= 83(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 108/298 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4; 2psf; BCDL=3. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left a forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3), This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Structural wood sheathing directly applied or 4-2-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. ; h=15ff; B=45ft; L=24ft; eave=4ft; Cat. right exposed ;C-C for members and Cher live loads. are a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03MI S BEFORE USE Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and isIfor an Individual building component not EWE a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall py building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. I For general guidance regarding the IYIiTeW fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 AaaiByCdtedd, DS849 and BCSI BuQd/ng Component 6904 Parke East Blvd. Safety /nfonnaHorl available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 1 Tarnpa, FL 33610 Job Truss Truss Type city Ply T14483005 75240 VL Valley 1 1�'YANCY ob Reference o tional L,namoers Tuss, urc., rui, r I —, — 11 1 ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-uf9yD 1 RxMw96hScc?opByVbm3SzoVJtlpgc5tdz?BHe 1-11-1 3x4 3.90 12 2 3 Scale = 1:5.8 I LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.06 DEFL. in (loc) I/deft Ud Vert(LL) n1a n/a 999 PLATES GRIP MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 4lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=40/1-11-1, 2=30/1-11-1, 3=10/1-11-1 Max Horz 1=20(LC 12) Max Uplift 1= 20(LC 12), 2=-29(LC 12) Max Grav 1=40(LC 1), 2=30(LC 1), 3=20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=3.01 II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left at forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 41 • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w' will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formul capacity of bearing surface. 6} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding CHORD Structural wood sheathing directly applied or 1-11-1 oc purlins. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; h=15ft B=451t; L=24ft eave=4ft; Cat. right exposed ;C-C for members and ar live loads. a rectangle 3-6-0 tall by 2-0-0 wide Building designer should verify 0 lb uplift at joint(s) 1, 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103MS BEFORE USE. Design valid for use only with MITek® connectors. This design Is bcised only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the bdiding designer must verify the appllcabflity of design parameters and properI Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiilonal temporary and permanent bracing MiTek" 8 always required for stability and to prevent collapse with possible personal Injury and property damage. Fo general guidance regarding the fabricallon, storage. delivery, erection and bracing of trusses and truss systems, seeANS&7PII CualByCitleda, DSB-89 and SCSI BuUdfrrg Component 6904 Parke East Blvd. Safety InfonnaBorgvallabte from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Symbols Numbering System ® General Safety Notes 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 Property 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. I c1-2 c2a 2. Truss bracing must be designed by an engineer. For lateral braces themselves o WEBS Pi 4 wide truss spacing, individual may require bracing, or alternative Tor 1 c 0 bracing should be considered. p O U 3. Never exceed the design loading shown and never inadequately braced trusses. a�° stack materials on a- 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate c7$ C&7 cI"6 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1/0 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 GENERALLYNUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in M►Tek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of fabrication. PLATE SUE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports; use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and 1; the 4 x 4 widthmeasure perpen Icu ar ESR-1311, MR-11�52, ESR1988 responsibility o tf ms abri�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 output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,3, or treated lumber may 18. Use of green y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards 191 ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone is not sufficient, DSB-89: Design Standard for Bracing. 0 BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 -v