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Home My WebLink AboutTRUSS PAPERWORKr design vail4es emb in accordance with ANSUTPI 1 section 6.3 truss designs rely..on lumber values established by others. RECEIVED Anp n ,nta FIL C`0PY RE: 75431-JENNESS ST. L-aeie Site Information: Customer Info: NORTH LAKE CONSTS Lot/Bloc; k: Address: UNKNOWN. City: ST LUCIE COUNTY Name 4ddress and License # of Struci Name: i Address: City: General Truss Engineering Criteria & I Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 45.0 psf This padkage includes 45 individual, Truss With my; seal affixed to this sheet, 1, hereby i conforms to 61G15-31.00S section 5 of the my, Permitting MITek USA, Inc. 6904 Parke ee3E3asstt Blvd. rION SERVICES Project Name: JENf MoSel 115 oaivision: SCANNED tte: FL BY St Luce Count Engineer 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 i Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date No. 118 Seal# I Truss Name Date 1 1 T14912443 1 A 8123/18 11 T14912460 1138 8/23/18 12 I T14912444 1 Al 1 8/23/18 119 11 T149124611139 18/23/18 13 1 T14912445 1 A2 18/23118 120 1 T14912462 I E I a/23/18 1 4 1 T14912446 1 ATA 8/23/18 21 T14912463 1 G 8123118 15 1 T14912447 I ATB 18/23/18 22 11 T149124641 Gi 8/23/18 1 6 1 T14912448 1 ATG 8/23/18 123 1IT14912465 GEA 8123/18 7 IT149124491ATH 8/23/18 124 11 T14912466 GRA 8123/18 8 1 T14912450 ATI 8/23/18 125 1IT14912467 GRB 8123/18 9 T14912451 ATK 8/23/18 126 11 T14912468 GRC 8/23/18 10 1 T14912452 B 8/23/18 127 J I T14912469 1 GRE 8/23118 11 I T14912453 61 8423/18 128 1IT14912470 GRG 8123/18 12 1 T14912454 62 8/23/18 129 1IT14912471 J1 8/23/18 13 IT14912455IB3 8/23/18 130 IT14912472IJlA 8/23/18 14 1 T14912456 1 B4 8/2311 §_111_J T14912473 1 J2 8/23/18 15 1 T1 49124571 B5 8/23/18 132 1IT14912474TJ3 8/23/18 16 1 T1 4912458 136 8/23/18 133 IT11491124751,15 8123118 17 T14912459 1 B7 8/23/18 134 1IT14912476IJ7 8123118 i The truss drawing(s) referenced above have been (prepared by MET& USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Rnn, Wafter My license renewal date for the state of Florida is' February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design odes), which were given to MTek. Any project specific information included is for MiTeles customers file reference; purpose only, and was not taken into account in the preparation of these designs. MTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before; use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2 2 8 2019 Lillian Go n lez PhD., P.E. e -�ER P. ii��1GENS�:L'f'i�'�s��: 22839 * 3 • STATE OF . 14/ 0flIV N,��. S�0N A' sill "t Wafter P. Finn PE No.=9 Mek USA, Inc. R 6ert 6634 6504 Parke East Blvd. Tampa FL33610 Date: August 23,2018 Finn, Walter 1 of 2 RE: 75431 - JENNESS Site Information: Customer Info: NORTH LAKE CON Lot/Block: Address: UNKNOWN City: IST LUCIE COUNTY No. I Seal# JTruss Name Date 35 JIT14912477IJ7C 8/23/18 1 36 II T14912478 I J7P 1 8/23/18 1 137 1 T14912479 1 JA 1 8/23/18 138 I T14912480 1 KJ7 1 8/23/18 139 1 T14912481 1 KJA 1 8/23/18 1 140 T14912482 1 KJ E 1 8/23/18 141 T14912483 1 PBA 1 8/23/18 142 it T14912484 1 PBB 1 8/23/18 143 1 T14912485 1 PBC 1 8/23/18 144 1 T14912486 1 SGAT 1 8/23/18 145 1 T14912487 1 V4 1 8/23/18 CTION SERVICES Project Name: JENNESS Model: Subdivision: State: FL 2of2 Job Truss Truss Type ty Ply I � T14912443 75431 A HIP 1 �JENNESS 1 Job Reference (optional) Chambers i russ, 2-0-0 , Inc., ron Vlerce, t-L 6-3-9 9-0-0 12-2-0 7-8-8 a. r as s rwdr , , tU 10 rvu, en nruusurea, Inc. , hu Aug LJ Wd/.OL LV 1 O rdytl I I D:077iyUz8CrU W FwjaFpjPYgylon5-Ae22U0Y6AOUQ41-XaySN8x95R23w25BT6bp4LiykyBz 23-3-0 29-2-0 31-10-7 38-2-0 40-2-0 2 0 0 6-3-9 2-8-8 3-2-0 5-6-8 5-6-8 5-11-0 2-8-8 6-3-9 2-0-0 Scale = 1:70.2 3x4 11 5x12 = 4x5 = 3x6 = 4x5 = 5x8 = 4 5 28 6 7 29 8 9 6.00 FIT 3x4 \\ 3x4 3 10 cn 27 30 31 v 26 m 2 17 15 11 r?lo 16 5x8 = - 12To ll 0 1 Sx12 — 19 i8 4x10 = 14 13 6x12 = 3x4 I 3x4 11 5x8 = 3x5 = 4x5 �_ I' n_n_n o_A_n 29-2-0 38-2-0 9-0-0 0 4iO 2-10-0 , 6-6-8 ' 5-6-8 5-11-0 9-0-0 Plate Offsets (XIY)-- (2:0-0-4 Edgel (4:0-10-0 0-2-8j (9:0-6-0 0-2-8j m 5:0-5-12 0-2-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.38 19-22 >297 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.30 13-25 >999 240 BCLL 0.0! ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 218 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc pudins. SOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-18,8-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-16 WEBS 2x4 SP No.3 *Except* 4-19: 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=-45/0-8-0, 11=1247/0-8-0, 19=2522/0-8-0 Max Horz 2= 268(LC 10) Max Uplift 2= 399(LC 11), 11=-793(LC 12), 19_ 1497(LC 12) Max Grav 11=1283(LC 18), 19=2522(LC 1) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-477/1205, 3-4=-610/1337, 4-5=-187/550, 5-6= 1 iO3/899, 6-8— 1103/899, 8-9= 1866/1443,9-10=-1624/1292,10-11=-I892/1413 BOT CHORD 2-19=-1060/640, 5-17=-1353/1063, 16-17=-547/659, 15-16=-100211879, 11-13=-1073/1621 WEBS 3-19=-402/670, 4-19— 1542/788, 17-19= 1349/999, 4-17=-619/1151, 5-16= 1270/1893, 6-16=-393/375, 8-16=-924/643, 13-15= 717/1337, 9-15=-381/600, 9-13= 1991286, 10-13= 418/485 NOTES- 1) Unbalanced ,00f 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=18ft; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-13 to 2-10-8, Interior(1) 2-10-8 to 9-0-0, Extedor(2) 9-0-0 to 36-1-14, Intedor(1) 36-1-14 to 40-2-13 zone; porch left 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 tams has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom' chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=399, 11=793, 19=1497. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev. f0/03/20f5 BEFORE USE. Design vald for use only with MlTek� conhectors. This design 5 based only upon} parameters showh, and is for an Individual buTdtng component, not �u 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. Addilional Temporary and permanent bracing MiTek" Is always required for stablllty and to prevent collapse wnh possible personal InJ ry and property damage. For general guidance regarding The fabrication, sfora9e, dellvery, erection and bracing of trusses and Truss systems, seeAllfS//►p/► QuaMyCrBeda, DSB�9 and SCSI Bu9dtrtg Component Sa/oly(ntotmanorgvallable from Truss Plate InsT(1ute, 218 N. Lee Sheet, Suite 31 ,Alexandria, VA 22314. Tama Parke East 0 Tampa, FL 3367 0 Job Truss Truss Type O:ty Ply JENNESS r T14912444 75431 Al HIP 1 1 Job Reference (optional) unamaers I russ, 2 2-0-0 t-orz t'Ierce, I-L 6-6-0 9-4-0 11-0-( 6-6-0 2-10-0 1.8-0 6.00 12 3x4 \\ 3 30 29 m 2 01 4x5 5x8 = 45 = 4x8 i 5 6 4 R 5x8 = 22 21 20 6x8 = 3x4 11 6x8 = 3x4 11 3x6 = 31 7 8 32 18 4x8 = ts.l JU s mar 7 7 ZUl t$ ml I eK mausiries, Inc. I nU Aug ZJ 1 "J:"dr:" ZU16 rage 7 4x5 = 33 9 176L� 5x12 = 16 3x4 II 5x8 = 10 15 14 3x10 = 3x4 II Scale = 1:70.2 m 34 0 N 12 rO 13Iv Lo 0 3x5 = Plate Offsets (X Y)-- f2:0-0-4 Edgel f5:0-6-0 0-2-81 f10:0-6-0 0-2-81 f19 0-5 8 0-3-121 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.35 22-25 >319 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.28 14-28 >999 240 BCLL 0.0 f Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mat ix -MS Weight: 241 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc puriins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-20,9-16: 2x4 SP No.3 WEBS 1 Row at midpt 6-18 WEBS 2x4 SP No.3'Except' 4-22: 2x6 SP No.2 REACTIONS. (lb/size) 2=101/0-8-0, 12=1292/0-8-0, 22=2332/0-8-0 Max Harz 2= 317(LC 10) Max Uplift 2 426(LC 12), 12=-818(LC 12), 22=-1393(LC 12) Max Grav 2=151(LC 21), 12=1348(LC 18), 22=2332(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-282/884, 3-4= 393/1023, 4-5— 76/418, 6-7= 1063/932, 7-9=-1063/932, -10= 1590/1314, 10-11=-1551/1304, 11-12� 1951/139i0 BOT CHORD 2-22= 793/471, 21-22=-909/799, 6-19= 1275/1035, 18-�9= 235/445, 17-18=-811/1603, 114-15=-1022/1619, 12-14= 1022/1619 WEBS 5-21= 1052/546, 19-21=-655/906, 5-19= 527/909, 6-18i-108011549, 7-18= 416/415, 9-18=-698/496, 15-17=-635/1250, 10-17=-300/539, 10) 5= 352/305, 11-15=-786/703, 11-14=-40/324, 4-22= 18161839, 3-22=-404/628, 4-21=-731/1512 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=181t; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-10-8, Interior(1) 2-10-8 to 11-0-0, Exterior(2) 11-0-0 to 34-1-14, Interior(1) 34-1-14 to 40-2-13 zone; porch left 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 nor(concurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottochord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate cal able of withstanding 100 ib uplift at joint(s) except Qt=1b) 2=426, 12=81 Q, 22=1393. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Af7K REFERANCE PAGE AW-7473 rev. 10/08/2015 BEFORE USE Design valid for use only with ivllTeIz;V 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 Miek` Is always requiredl for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, sdeAAMM1I QuaIByCIBedd, DSB-89 and BCSI Bulldllty Component 6904 Parke East Blvd. Sa►ety/nfolmaflopavaitable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply JENNESS i T14912445 75431 A2 HIP 1 1 Job Reference (optional) Chambers truss, ne., rOrt Fierce, rL 8.130 s Mar i i 20i a rvu r ek mausines, Inc. 1 nu r+ug 23 r 3:3r:on 201 o rage r I D:077iyUz8CrU W FwjaFpjPYgylOn5-2PDZKAcdD F_sZvHJpoXJlnKkkfPy_vw21 Dn HUTykyBv 2-0-0 6-6-0 9-4-0 13-0-0 19-1-0 25-2-0 29-9-6 38-2-0 2-0-0 6-6-0 2-10-1 3-8-0 6-1.0 6-1-0 4-7-6 8-4-10 - Scale = 1:68.9 5x8 = 6.00 12 3x4 11 5x8 = 6 25 26 7 27 8 4x8 i 3x4 \\ 3x4 3x6 i 5 9 4 3 28 m 29 24 � 2 10 <? aI 1 Iv 0 17 76 15 30 14 31 13 12 11 4 �5 = 6x8 = 3x6 3x5 = 4x8 = 3x4 = 3x4 ll 3x5 = 3x6 = 9-4-0 13-0-0 19-1-0 25-2-0 29-9-6 38-2-0 9-4-0 3-8-0 6-1-0 6-1-0 4-7-6 8-4-10 Slate Offsets (X Y)-- 12:0-0-4 Edqe) (6:0-6-0 0-2-81 18:0-6-0 0-2-81 f10+0-0-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.39 17-23 >286 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.32 11-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.03 10 nfa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 215lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc puffins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2z4 SP No.3'Except' WEBS 1 Row at midpt 6-14, 8-14 5 i17: 2x6 SP No.2 REACTIONS. (lb/size) 10=1216/0-8-0, 2=328/0-8-0, 17=2035/0-8-0 Max Horz 2=350(LC 11) Max Uplift 10=-651(LC 12), 2=-495(LC 12), 17= 1309(LC 12) Max Grav 10=1316(LC 18), 2=377(LC 21), 17=2035(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-34/412, 4-5=-159/596, 5-6=-525/464, 6-7=-1174/1051, 7-8=-1174/1051, 8-9=-1628/1243, 9-10— 2243/1496 BOT CHORD 2-17= 460/184, 16-17= 5751507, 14-16=-27/449, 12-14--669/1274, 11-12= 1186/1883, 110-11=-1186/1883 WEBS 5-17= 1663/977, 5-16= 741/1364, 6-16=-957/757, 6-14=-867/1148, 7-14= 497/505, 8-14=-337/201,8-12= 410/678,9-12=-834f704,9-11= 51/319,4-17=-389/545 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=18ft; B=70ft; L=49ft eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-10-8, Intedor(1) 2-10-8 to 13-0-0, Exterior(2) 13-0-0 to 32-1-14, Interior(1) 32-1-14 to 38-2-0 zone; porch left expos ed;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 nor concurrent 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 betweenithe bottom chord and any other members, with BCDL =i 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate ca)able of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=651, 2=495, 17=1309. Walter P. Finn PE No.22839 fi9Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vaild for use only with WiTekV connectors. This design Is based only upon FMameters 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. (tracing indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing McTeW 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 QualityCdleda, DSB-89 and SCSI Building Component Solety fn/oanaNdnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, I/Vexandrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Q''y Ply JENNESS T14912446 75431 ATA ATTIC 5 1 Job Reference (optional) cnamDers I russ, mc., I-ori t-ierce, t-L n. 'ta s Mar I I ZU1n IVII I eK mU USU 1e5, IrIG. I ❑U Aug Zd I J GZ ;O DG V IC r-aue I ID:077iyUz8CrUW FwjaFpjPYgylOn5-_oLJlsdtlsEaoDRhwDZnNCPOdT5CSnTLUXGOZMyky8t 35-8-12 -2-0-0 6-11-11 13-4-3 19-10-0 27-5-4 27 -0 31.6-1 34-3-0 3 -1 5 38-8-6 47-5-0 49-5-0 2-6-1 6-11-11 6-4-9 6-5-13 7-7-0 0-1.12 3-11-1 2-8-15 0.10.5 2.11-10 8-8-10 0-7-7 Scale = 1:85.6 5x12 MT18HS = 6.00 12 5x6 = 6 30 317 3x5 i 4x6 0 4x6 i 29 5 4x8 1011 4 3x5 \ 3x4 \\ 12 t m C6 o 28 16 322 m 13 Cl) oI 141, 1 0 0 21 33 20 19 34 18 77 16 15 4x8 �= 4x4 = 6x8 = 4x8 — 3x4 11 Sx8 MT1BHS = 4x4 — 3x4 11 4x8 = 10-2-4 19-10-0 27-5.4 35-8-12 38-8-6 47-5-0 10-2.4 9-7-12 I 7-7-4 8-3-8 2-11-10 8-8-10 Plate Offsets (X Y)-- f2:0-4-0 0-1-151 (4:0-3-0 Edge) 16:0-8-8 0-1-121 (7:0-3-8 0-2-41 (11:0-4-0 Edge), (13:0-4-0,0-1-151, (22:0-3-12,0-2-81 LOADING (psi) SPACING- 2-0-0 Csl DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.32 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.66 16-18 >858 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.15 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matix-MS Wind(LL) 0.3216-18 >999 240 Weight: 322lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2z6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. WEBS 2z4 SP No.3 WEBS 1 Row at midpt 5-19, 6-19, 22-23, 19-22, 6-22 JOINTS 1 Brace at Jt(s): 22, 23 REACTIONS. (lb/size) 2=240010-8-0, 13=2522/0-8-0 Max Horz 2=-530(LC 10) Max Uplift 2=-1232(LC 12), 13=-1132(LC 12) Max Grav 2=2666(LC 18), 13=2914(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4998/2534, 3-5— 4677/2428, 5-6=-3533/1966, 6-7'=-1857/1136, 7-8=-2096/1185, 8-9=-2394/1207, 9-10= 4446/1985, 10-12=-5020/2136, 12-13= 5492/2270 BOT CHORD 2-21= 2040/4759, 19-21= 1615/4048, 18-19— 1443/4195, 16-18= 1444/4194, 115-16-1808/4769, 13-15= 1808/4769 WEBS 3-21=-521/441, 5-21=-299/802, 5-19=-1067l796, 6-19=1750/1810118-22=0l736, 7-22=-98/569, 10-16=-356/1104, 12-16=-1015/643, 12-15= 125/409, 22-23=-2597/937, 9-23=-2595/936, 8-22= 404/285, 19-22=-1873/530, 6-2?=-1689/876 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=18ft; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-10-0, Exterior(2) 19-10-0 to 34-6-15, Interior(1) 34-6-15 to 49-5-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the interior chord, 31-7-8 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads. 7) - 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 betweenithe bottom chord and any other members, with BCDL 10.Opsf. 8) Ceiling dead load (5.0 psf) on member(s). 9-10, 22-23, 9-23 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-18 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=lb) 2=1232, 13=1132. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. I I Walter P. Finn PE No.22639 69'Tek USA, Inc. FL Cert $634 6904 Padre East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11,1I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use orgy with MITek9 connectors. This design Is based only upon p6ameters 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 rind/or chord members only. Additional temporary and permanent bracing OW 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, seeANSU/Wl Cua►flyCrBeft DSB-89 and BCSI BuildIngCompononf 6904 Parke East Blvd. Safety►nfonnaBonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply JENNESS t T14912447 75431 ATB ATTIC 1 1 Job Reference (optional) Chambers I rUSS, nc t-Orr rlerce, t-L o. IJa s Ivml I I ZU 10 IVII1 eR If IUUbLIIU6, If IV. I IIU AUg LJ I J.JO.V 1 GV 10 rage 1 ID:077iyUzeCrUWFwjaFpjPYgylOn5-PNOSNtfm2ncBfgAGbL7U?ql Wng7tf87nAVV2AhykyBq 35-8-12 -2-0-0 6-11-11 13-4-3 19-10-0 27.6-4 27 -0 31-6-2 34-3-0 -1 5 36-6-6 47-5-0 2-0-0 6•ii-11 6.4.9 6-5-13 7-7-4 0-1-12 3-11-2 2-8-14 0-1015 2-11-10 8-8-10 0-7-7 Scale = 1:84.0 6.00 F12 5x12 MT18HS = 5x6 = 6 29 30 7 5 4x10 3x5 i 4x6 :>j8 4x6 i 21 5x8 WB� 5 9 28 1011 4 34 22 3x5 3x4 \\ 5 — 3x4 111 12 0 3 0 0 31 27 m 2 8-0-0 13 m YI i I v 0 1 20 32 19 18 33 0 17 16 15 14 4x8 = 4x4 = 6x8 = 4x8 — _ 3x4 11 5x8 MT18HS = 4x4 = 3x4 I I 4x8 10-2-4 19-10-0 27-5-4 35-8-12 38-8-6 47-5-0 10-2-4 9-7-12 7-7-4 8-3-8 2-11-10 8-8-10 Plate Offsets (X Y)-- f2:0-4-0 0-1-15] (4:0-3-0 Edqe] (6:0-8-8 0-1-12] 17:0-3-8 0-2-41 f11:0-4-0 Edge] f13:0-1-8 0-0-91 f21:0-2-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) -0.33 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.67 15-17 >852 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.15 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.33 15-17 >999 240 Weight: 320 lb FT = 20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2z6 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-11-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 6-18, 18-21, 21-22, 6-21 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 21, 22 REACTIONS. (lb/size) 2=2403/0-8-0, 13=2374/0-8-0 Max Horz 2=515(LC 11) Max Uplift 2=-1237(LC 12), 13=-945(LC 12) Max Grav 2=2667(LC 18), 13=2765(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5000/2566, 3-5=-4679/2460, 5-6=-3536/1997, 6-7-185511117, 7-8— 2094/1164, 8-9=-2391/1190, 9-10= 4461/1996, 10-12=-5042/2171, 12-13— 5538/2361 BOT CHORD 2-20=-2192/4735, 18-20— 1766/4024, 17-18= 1511/4224, 15-17=-1513/4222, 14-15=-1898/4824, 13-14=-1898/4824 WEBS 3-20=-520/441, 5-20= 300/802, 5-18= 1067/797, 6-18=-756/1818, 18-21=-1887/541, 17-21=0/737, 7-21=-89/568, 10-15=-433/1121, 12-15� }061/784, 12-14=-208/425, 21-22=-2619/955, 9-22=-2617/953, 8-21=-403/285, 6-21=-1701/886 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=170mph (3-second gust) Vasd=132mph; TCD—4.2psf; BCDL=3.Opsf; h=18ft; B=701t; L--49ft; eave=6ft; Cat. II; Exp C; Encl ; GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-10-8, Intedor(1) 2-10-8 to 19-10-0, Exterior(2) 19-10-0 to 34-6-15, Interior(1) 34-6-15 to 47-5-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the interior chord, 31-7-8 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nor concurrent with any other live loads. 7) ' 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. 8) Ceiling dead load (5.0 psf) on member(s). 9-10, 21-22, 9-22 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-17 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1237, 13=945. Walter P. Finn PE No.22639 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MiTekUSA, Inc. FLCert6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II.7473 rev. 10/012015 BEFORE USE. Design valld fat use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, hot a truss system. Before use, the building designer must verify the appllcabillty of deign 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. Addillonal temporary and permanent bracing MiTek° Is always requlredifor 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/IPII Gaa111yCdferlu, DSB-89 and BCSI BuDd/ng Component 6904 Parke East Blvd. Safety /nfolmallonavaitable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ot Ply ` �IENNESS T14912448 75431 ATG ATTIC 1 1 Job Reference (optional) unamoers I russ, i-ort Tierce, I-L 6.1 JV s mar 11 ZU16 MI I eK mausiries, Inc. I nU Aug 2J IJ:J6:UJ ZUI d rage 1 6.00 12 6x6 = 4x10 'i 3 2 1 05 = 25 26 4 22 21 31 20 19 3x10 11 5x8 = 6x10 MT18HS = 3x10 I I 12 9-6-0 17-9-8 12 7-4-4 8-3-8 5x8 = 4x4 = 5x6 = 1ox10 � 5x8 = 5 6 27 28 7 3x4 8 9 10 18 32 17 16 15 14 13 3x4 11 48 = 4x8 = 4x4 = 4x4 = 3x4 I 8-8-9 2-0-0 ' Scale = 1:72.3 29 so "��i 1 m 1214 0 4x6 = 39-4-4 8-8-9 Plate Offsets (X Y)-- (3:0-4-0 0-1-151 f7:Edge 0-3-81 (9:0-6-0 0-2-81 f11:0-3-4 0-0-131 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.56 16-18 >844 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.25 16-18 >374 240 MT18HS 2441190 BCLL 0.0 ', Rep Stress Incr YES WB 0.94 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaTx-MS Wind(LL) 0.73 16-18 >642 240 Weight: 302lb FT=20% LUMBER- BRACING - TOP CHORD 2> 4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc pudins, 3-5,5-7: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2z6 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-17: 2x6 SP No.2 WEBS 1 Row at midpt 6-16, 4-21 WEBS 2x4 SP No.3 *Except` 2-22: 2x6 SP No.2, 6-16,4-21: 2x4 SP M 30 REACTIONS. (lb/size) 22=2132/0-7-4, 11=2011/0-8-0 Max Horz 22= 503(LC 10) Max Uplift 22=-1023(LC 12), 11=-1075(LC 12) Max Grav 22=2364(LC 18), 11=2236(LC 19) 1 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8581562, 3-4=-704/490, 4-6=-3401/1681, 6-7=-342�6/1903, 7-8=-3636/1991, 8-9=-3407/1899, 9-10=-3572/2010, 10-11=-3967/2073, 2-22=-2079/1296 BOT CHORD 21-22= 284/392, 19-21=-1123/3453, 18-19=-1123/3453 16-18= 1123/3453, 15-16= 1432/3318, 14-15= 1304/2999, 13-14=-1628/3402, 11-13= 1628/3402 WEBS 3-21=-231/389, 4-19= 260/1215, 6-18=-336/407, 7-16=1373/817, 8-16= 199/291, 8-15=-1177/582, 9-15=-422/942, 9-14=-537/688, 10-14 1-856/688, 10-13=-87/405, 2-21=-601/1561, 6-16=-322/273, 4-21=-3716/1672 1 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.Opsf; h=18ft; B=70f; L=49ft; eave=6f ; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-9 to 7-1-1, Intedor(1) 7-1-1 to 25-1-12, Extedor(2) 25-1-12 to 33-3-9, Interior(1) 33-3-9 to 41-5-1 zone; end vertical left 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nor 1concurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between ithe bottom chord and any other members, with BCDL 10.Opsf. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-6, 6-7 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-19 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 22=1023, 11=1.075. MiTekUSA, Inc. FLCert6634 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Ven/y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI1.7473 rev. 10103,12015 BEFORE USE. ��®® Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and is for on Individual building component, not py� 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 requiredlfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUIPIf Safety/nformaRohavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, GUa/ByCdfeda, DSO-89 and BCSI BuIlding Component Alexandrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qt'y Ply �JENNESS T14912449 75431 ATH ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8A30 s Mar 11 20i 8 Mi i ek mausiries, Inc. Thu Aug 23 13:38:06 2018 rage I I ID:077iyUz8CrUWFwjaFpjPYgylOn5-IKpLQbjutKFRmS2EOvifiulQShIAKOaWKmCpruykyBi -2-0-12 I 4-1-12 9-6-0 13-7-12 17-9-8 23-1-12 28-4-4 30-4-4 33-4-0 39-4-4 41-4-4 2-0-12 4-1-12 4-1-12 4-1-12 5-4-4 5-2-8 2-0-0 2-11-12 6-0-4 Scale = 1:72.3 3X4 = 5x8 = 6.OD 12 3x4 = 3x4 I 4X6 = 5x8 = 29 3 30 431 5 6 732 8 4x10 3x6 = 5x6 = 5X6 = 2 28 23 3x6 = 25 9 1 5x8 — 3x4 // 1 1133 N N n 34 8-0-0 12 - 13Ic 0 22 P1 35 20 19 18 36 17 76 15 14 3XI I I 4x4 = 5x8 MT18HS = 4x4 = 6x8 = 5X8 3x4 11 6x8 = 4x6 = 7X8 = 4-1-12 9-6-0 17-9-8 23-1-12 28-4-4 LOA 4 39-4-4 4-1-12 5-4-4 8-3-8 5-4-4 5-2-8 9-0-0 Plate Offsets (X Y)-- (3:0-6-4 0-2-41 [6:0-3-0 Edge], (8:0-5-8 0-2-41 f10II0-3-0 0-2-01 (14:0-3 8 0-4-01 (17:0-3-8 0-4-41 f20:0-2-12 0-4-121 LOADING (psf) SPACING- 2-0-0 CSIJ DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.58 17-18 >805 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.26 17-18 >374 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wlnd(LL) 0.77 17-18 >609 240 Weight: 299lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puffins, BOT CHORD 2z6 SP 240OF 2.0E except end verticals. WEBS 2z4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. 3-21,3-20,4-20,7-18,8-18,8-17: 2x4 SP M 30, 2-22: 2x6 SP No.2 WEBS JOINTS 1 Row at midpt 3-21, 3-20, 8-18 1 Brace at Jt(s): 25 REACTIONS. (lb/size) 22=2036/0-7-4, 12=1961/0-8-0 Max Harz 22=-553(LC 10) Max Uplift 22=-1081(LC 12), 12= 1105(LC 12) Max Gram 22=2274(LC 18), 12=2195(LC 19) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1313/863, 3-4= 2632/1523, 4-5=-3041/1803, 5-7= 3041/1803, 7-8=-2828/1635, = 3 8-9=-3387/2011, 9-10453/2145, 10-11=-3833/2303, 11-12= 4085/2436, 2-22=-2127/1492 BOT CHORD 21-22=-304/436, 20-21=-164/1233, 18-20=-927/2785, 1�-18=-1280/2895, 15-17= 1754/3392, 14-15=-1730/3352, 12-14=-1996/3542 WEBS 3-21= 18431975, 3-20=-137412801, 20-23= 833/665, 4-23=-807/667, 18-24=-324/291, 7-24= 299/293, 8-18=-438/496, 8-17=-844/1305, 9-17= 683/640 9-15=-1218/736, 10-14— 838/1438, 11-14=-318/395, 23-25=-624/359, 24-25=-322/565, 2-21=-795/1679, 4-25= 602/967, 7-25=-268/105 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=18ft; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 2-1-9 to 2-9-12, Intedor(1) 2-9-12 to 4-1-12, Extedor(2) 4-1-12 to 28-4-4, Interior(1) 28-4-4 to 41-5-1 zone; end vertical left 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nor concurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 4he bottom chord and any other members, with BCDL 10.opsf. 7) Ceiling dead load (5.0 psf) on member(s). 23-25, 24-25 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-20 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No,22639 22=1081, 12=1105. MiTek USA, Inc. FL Cert 6634 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6904Parke East Blvd. Tampa FL33610 Date: August 23,2018 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITekV connectors. This design Is based only upon paratrleters show i, and Is for an Individual building component, not a truss system. Befpre 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 aild/or chord members only. Additional temporary and permanent bracing �' MiTek" Is always required for siablllty 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 Qualify Ciffera, DSB-89 and SCSI BuOdhv Component Safety rntormaSoi►nvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, aexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 I Job Truss Truss Type Oty Ply JENNESS ' T14912450 75431 AT[ ATTIC 1 1 Job Reference (optional) unamaers I russ, Inc., ron Fierce, rL 2-0-12 6-1-12 2-0-12 6-1-12 5x8 = 6.00 12 3 4x10 - 28 27 2 1 6.1 JU s mar 11 Zal ti MI I eK Inausines, Inc. Ina Aug ZJ 1J:Jb:gy ZUl tt rage 1 4x4 = 3x4 13x4 = 5x8 = 4 29 5 30 316 7 3x4 8 5x8 MT18HS = 24 26 6x8 = 5x8 = 5x8 9 20 79 18 17 16 15 34 35 14 13 4x10 =5x8 = 3x4 II 4x8 = 5x8 = 4x4 = 3x10 I I 3x4 II 7-0-0 Scale = 1:72.3 Ir T OD 32 33 11 � 12Iv 0 4x6 = 6-1-12 9-6-0 17-9-8 21-1-12 30-4-4 32-4-4 39-4-4 6-1-12 3-4-4 8-3-8 3-4-4 9-2-8 2-0.0 7-0-0 Plate Offsets (X Y)-- (3.0-6-0 0-2-81 i7:0-6-0 0-2-81 (10:0-5-0 0-2-01 fl i:0-8-0 Edge1 (22:0-2-8,0-0-01, f23:0-2-8,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.32 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.68 14-16 >690 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.37 14-16 >999 240 Weight: 317lb FT=20% LUMBER- I BRACING - TOP CHORD 2> 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins, BOT CHORD 2x6 SP 240OF 2.0E 'Except' except end verticals. 19,-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 20-22 2-21: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 22, 23, 24 REACTIONS. (lb/size) 21=2037/0-7-4, 11=1961/0-8-0 Max Horz 21= 601(LC 10) Max Uplift 21=-1081(LC 12), l l=-1105(LC 12) Max Grav 21=2221(LC 18), 11=2209(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1647/1042, 3-4= 1075/626, 4-5= 2382/1439, 5-6=-f238211439, 6-7= 3421/1903, 7-8=-3100/1782, 8-9=-4440/2629, 9-10= 3863/2248, 10111= 4308/2351, 2-21= 2151/1542 BOT CHORD 20-21=-359/476, 18-20=-796/2497, 17-18=-797/2507, 1¢-17=-800/2505, 14-16=-1478/3166, 13-14= 1898/3782, 11-13= 1871/3722 WEBS 3-20=-456/832, 3-22= 667/546, 18-22=0/722, 4-22=1093/774, 17-23— 47/395, 6-23= 59/319, 7-23=-259/823, 7-16= 440/712, 8-16=-959/795, 8-14=-743/1103, 8-14= 1954/1193, 10-13=-645/1425, 22-24= 1670/999, 23-24=-409/962, 2-20=-825/1816, 4-24=-1043/1802, 5-24=-286/267, 6-24=-1168/545, 20-22=-2400/1192, 16-23=-398/592 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=18ft; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) i2-1-9 to 2-9-12, Interior(1) 2-9-12 to 6-1-12, Exterior(2) 6-1-12 to 25-9-14, Interior(1) 25-9-14 to 30-4-4, Extefior(2) 32-4-4 to 37-3-9 zone; end vertical left 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) All plates are MT20 plates unless otherwise indicated. 5) 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, with BCDL =' 10.opsf. 7) Ceiling dead load (5.0 psf) on member(s). 22-24, 23-24 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1081,11=1105. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WEI( REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV connectors. This design Is based only upon p tameters shown, and Is for an Individual building component, not �' a truss system. Befbre 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 a�td/or chord members only. Additional temporary and permanent bracing MOW Is always required ifor 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, se� SWJJ CualByCdfedd, DSO-89 and BCS1 BuIldbig Component 6904 Parke East Blvd. SafetvinfolrrlaBoinvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply JENNESS 1 T14912451 75431 ATK ATTIC 1 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.1311 s Mar i i 20i8 Mi r ek inausiries, inc. r nu Aug 23 13:38:11 2018 rage r I D:077iyUz8CrU W FwjaFpj PYgylOn5-6l dEUI n 1 hstjsDxBBSIgPxSHjiOn?fcGU2waW 5ykyBg -2-0-12 4-2-10 8.1-12 9-6-0 13-7.12 17-1.8 9-1-1 26-6-15 32-4-4 34-4-4 39-4.4 41-4-4 2-0.12 4-2-10 3-11-2 1-4-4 4-1-12 4-1-12 1-4-4 7-5-32.0-0 2-0.0 Scale=1:75.6 5x6 = Sx8 — 4x10 = 3x4 I 5x6 = 6.00 Fl2 3 4 520 3031 6 7 28 32 4x6 27 i 3x4 2 2 26 x = 6 3x4 = 24 r 1 so 5x8 5x6 = 5x6 = d> r 9 i N 1 34 8'0'Oi 11 m 12Ij 0 21 20 19 18 17 i6 15 14 13 3x10 11 7x10 = 3x8 11 4x8 U4 = 3x6 II 4x6 = 3xl0 11 6x8 = 3x10 11 i 8-1-12 9-6-0 15.11-6 17-9-6 19-1-14 26-r115 32-4-4 i 34-4-4 39-4-4 i 1 8-1-12 1-4-4 6 5-6 1-10-0 1-4-4 7-5-35-9-5 2-0-0 5 0-0 Plate Offsets (X Yi)-- (2:0-1-8 0-1-81 (3:0-3-8 0-2-41 i7:0-3-8 0-2-41 (10:0-3-0 0-2-01 (11:0-1-4 0-0-3) (17:0-2-8 0-4-01 (20:0-2-12 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.46 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.02 17-18 >461 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.07 11 nfa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.63 17-18 >741 240 Weight:331 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins, BOT CHORD 2x6 SP 240OF 2.OE'Except* except end verticals. 20-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 2-20, 4-20, 6-17, 8-17 3-20,4-20,4-19,6-18,6-17,7-17: 2x4 SP M 30, 2-21: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 22, 23, 24 REACTIONS. (Ib/size) 21=203610-7-4, 11=1961/0-8-0 Max Horz 21=-649(LC 10) Max Uplift 21=-1081(LC 12), l l=-1105(LC 12) Max Grav 21=2194(LC 18), 11=2157(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1824/1119, 3-4=-1552/1145, 4-5=-2284/1524, 5-6 4-2284/1524, 6-7=-2360/1518, 7-8=-2707/1546, 8-9=-3898/2156, 9-10=-4094/2361, 1 Oil 1 =-4508/2495, 2-21= 2131/1533 BOT CHORD 20-21=-407/555, 19-20=-526/2087, 18-19= 560/2139, 17-18=-593/2189, 15-17= 1573/3379, 14-15=-2123/4123, 13-14= 2074/4033, 11-13=-2026/3934 WEBS 2-20= 775/1866, 3-20— 309/836, 4-20= 3185/1426, 19-22=-822/2228, 4-22=-815/2247, 18-23=-1274/1004, 6-23=-1255/1011, 6-17=-1208/1616� 7-17= 234/605, 8-17= 1490/1026, 8-15=-356/776, 9-15=-809/598, 9-14=-1517/870, 10-13=-829/1684, 4-24=-388/582, 5-24=-324/312 NOTES- 1 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=18ft B=70ft; L=491F eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) J2-1-9 to 2-9-12, Interior(1) 2-9-12 to 8-1-12, Extedor(2) 8-1-12 to 24-1-1, Interior(1) 24-1-1 to 32-4-4, Exterior(2) 34-4-4 to 39-4-4 zone; end vertical left 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) Ceiling dead load (5.0 psf) on member(s). 22-24, 23-24 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-19 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1081, 11=1105. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev. 10/0&W 15 BEFORE USE. Design valid for use only with MITekV connectors. This design Is based only upon parameters a truss system. Before use, the building designer must verify the applicability of deign shown, and Is for an Individual building component, not parameters and properly Incorporate this design Into the overall building design. Bfacing 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 systems, seeANSW11 Quality Ci fedo, DSB-89 and BCS1 BuBding Component 6904 Parke East Blvd. Satolylntormallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply JENNESS T14912452 75431 B ROOF SPECIAL 1 1 Job Reference (optional) chambers I russ, Inc., t-ort Fierce, FL 8A30 s mar 11 zui 8 mi i ek industries, Inc. Thu Aug 23 13:38:14 2Oi8 rage T ID:077iyUz8CrU W FwjaFpjPYgylOn5-WtIM6Kpw_nFljgfmsasXi a4m3vW FCOTiA08E7QykyBd -2-0.0 6-6-0 9-4-0 11-7-8 17-2-0 21-0-0 28-9-1 342-0 38-9-8 43-5-0 47-5-0 49-5-0 2-0-0 6-6-0 2-10-0 2-3-8 5-6-5 3-10-0 7-9-1 5-4-15 4-7-5 4-7-5 4-0-0 2-0-0 Scale = 1:87.0 6.00 12 5x6 = 5x8 = 6 7 3x6 i 6x8 i 29 30 3x6 4 5 8 3x4 \\ `? 3 5x6 = 5x6 = o = 9 3x5in 28 32 1 1 2 12 ,m 1 0 21 20 19 18 17 16 15 14 6x8 = 3x6 = 3x5 = 3x6 = 3x5 = 3x5 = 4x5 = 4x5 = FASTEN TRUSS TO BEARING FOR 6x10 = 5x8 MTi BHS = THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 9-4-0 17-2-0 21-0-0 28-9-1 34-2-0 43-5-0 47-5-0 9-4-0 7-10-0 3-10-0 7-9-1 5-4--9 9-3-0 Plate Offsets (X Y).- (2:0-0-0 0-0-41 f6:0-3-8 0-2-41 f7:0-5-8 0-2-41 (11:013-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) -0.33 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,75 Vert(CT) -0.78 14-15 >586 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.07 12 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.52 15 >886 240 Weight: 269 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. WEBS 2x4' SP No.3 *Except` WEBS 1 Row at midpt 4-19, 6-19, 7-19, 7-18, 8-18, 9-17 4-19,8-18: 20 SP M 30, 4-21: 2x6 SP No.2 REACTIONS. (lb/size) 2=-783/0-8-0, 21=3812/0-8-0, 12=1528/0-8-0 Max Horz 2=-466(LC 10) Maz Uplift 2= 1037(LC 18), 21=-221 O(LC 12), 12=-938(LC 12) MaX Grav 2=63(LC 12), 21=3812(LC 1), 12=1529(LC 18) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except iwhen shown. TOP CHORD 2-3=-1535/2787, 3-4= 1617/2955, 4-6= 359/355, 6-7=-240/447, 7-8=-789/711, 8 -9=-2517/1728, 9-10=-4998/3313, 10-11=-2401/1655, 11-12= 2679/1735 BOT CHORD 2-21=-2632/1626, 19-21=-2714/1881, 18-19=-40/632, 17,18=-1231/2201, 15-17=-3079/5018, 14-15=-2592/4101, 12-14=-1366/2335 WEBS 3-21=-285/380, 4-19= 1806/3128, 6-19=-391/312, 7-19= 3621938, 7-18= 727/1130, 8-18=-199911404,B-17=-677/1215,9-17= 3014/2006,9-15=-310/273,10-15=-515/1046, 10-14=-1870/1398, 11-14=-510/937, 4-21=-3378/2147 NOTES- I 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE 7-1i0; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 17-2-0 to 21-0-0,1 Interior(1) 25-11-5 to 34-2-0, Exterjor(2) 43-5-0 to 48 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT,20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nor 6) . This truss has been designed for a live load of 20.Opsf on the bottom will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate ca 2=1037, 21=2210, 12=938. .2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. -13 to 2-10-8, Interior(1) 2-10-8 to 17-2-0, Extertor(2) zone; porch left exposed;C-C for members and forces & irrent with any other live loads. i in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) except 011=1b) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 ovement at the bearings. buuding ciestgner must proviae Tor upBtt reactions inaicatea. 1 WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE AIII.7473 rev. 101012015 BEFORE USE. Design valid for use only with MITekO 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 des$ign 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 M!Tek° 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, seeAMSUMil QualityCiffeda, DSB-89 and SCSI BrtQdtng Component 6904 Parke East Blvd. Safety Informat/oitavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job I Truss Truss Type ?fy Ply �JENNESS Ti4972453 75431 i B1 ROOF SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Nlerce, FL 8.13U s mar 11 2U1b MI I OK maustrieS, me. I nU Aug 2J 1 J:Jtf:1 / 2U1 d rage 1 2-0-0 6.6-0 291,1 19-1-0 ID:077iyUz8CrU W FwjaFpj PYgylOn5-xS_VkLsoHieta80LXiPEfCi KC7ZpPNt8s_NuklykyB 10 169.84-5-0 45-0 495-0 5 2 20.0 6-6-0 6-4-3 6-5-17 478 4-7-8 6-0 2-.0-0 Scale = 1:87.0 5x6 = 6.00 12 7 4x6 i 4x6 i 28 29 3x5 5 6 8 3x4 11 3x4 \\ 4 5x6 = 5x6 = 9 3x5 = 3 in 27 30 1 32 Cl) 2 1 0 20 34 3519 18 36 17 16 15 14 3x6 4x5 = 4x6 —_ 6x10 = 4x8 = 3x5 = 3x5 = 3x5 = I 5x8 MT18HS = 25-6-15 33 IM 12 Ld� Plate Offsets (X Y)-- (5.0-3-0 Edgel (11.0-3-0 0-2-01 I LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) Wet[ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.45 20-23 >248 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.56 14-15 >812 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.94 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-MS Weight: 264lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20, 6-18, 8-18, 9-17 4-20: 2x6 SP No.2 REACTIONS. (Ib/size) 2-403/0-8-0, 20=3338/0-8-0, 12=1621/0-8-0 Max Harz 2=-511(LC 10) Max Uplift 2=-698(LC 18), 20= 1976(LC 12), 12=-984(LC 12) Max Grav 20=3338(LC 1), 12=1656(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-996/1934, 3-4=-1124/2133, 4-6=-112112197, 6-7= 867/733 7-8=-825/739, 8-9=-2110/1405, 9-10— 4017/2635, 10-11= 2467/1740,111-12=-2764/1799 BOT CHORD 2-20= 1980/1133, 18-20= 681/593, 17-18— 824/1739, 15-17=-2300/3958, y4-15=-2070/3428, 12-14=-1401/2383 WEBS 3-20=-396/547, 6-20= 3081/1933, 6-18=-752/1642, 7-18=-223/314, 8-18=-1746/1239, 8-17=-688/1195, 9-17— 2461/1644, 10-15=-292/689, 10L 14=-1216/902, 11-14= 464/865 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=18ft; B=70ft; L--49ft eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) , 2-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-1-0, Extedor(2) 19-1-0 to 24-0-5, Interior(1) 32-2-0 to 49-5-13 zone; porch left 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) All plates are MT20 plates unless otherwise indicated. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ithe bottom chord and any other members, with BCDL 7 IO.Opsf. 7) Provide mech5Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=698, 20=19/,6, 12=984. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MRekV connectors. This design Is based only upon riarometers shown, and Is for on individual building component, hot a truss system. Before use, the building designer must verify the applicability of design building design. bracing Indicated is to prevent buckling of Individual truss web and/or parameters and properly Incorporate this design Into the overall chord members only. Additional temporary and permanent bracing MOW Is always required, for stability and to prevent collapse with possible personal Injury fabrication, storaPe, delivery, erection and bracing of trusses and truss systems, seeANS17IPl► and property damage. For general guidance regarding the CualtlyCdlerld, DSB-89 and BCSI Suading Component 6904 Parke East Blvd. Safety/ntolmaNOnavaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ply Ply JENNESS T14912454 75431 B2 ROOF SPECIAL 1 1 i Job Reference (optional) cnamoers I russ, Inc., t-on Fierce, t-L a. i ju s mar i i zu1 is iwi I eK mausures, mc. i nu Hug zo i xom r a zu i o rage i I D:077iyUz8CrUWFwjaFpjPYgylOn5-tg6F91 t2pJubgRYkf7Rikdnd_wFKtGtRJls?peykyBY 2-0-0 6-6-0 9-4-0 12-10-7 19-1-0 25-5-6 %2-0 34-9-8 39-5-0 47-5-0 49-5-0 2-0-0 6-6-0 2-10-0 3-6-7 6-2-9 6-4-6 4-8-10 4-7-8 4-7-8 8-0-0 2-0-0 Scale = 1:87.0 5x6 = 6.00 F12 7 3x6 3x6 i 3x6 28 29 6 8 3x4 11 5 5x6 = 5x6 = 3x4 \\ 4 9 3x5 = I 3 30 in 1 27 m 33 ,a v Cl) 2 i2 Tm eI 1 20 34 3519 18 36 17 16 15 14 4 — 6x10 = 3x6 = 4x8 = 3x5 = 3x5 = 3x5 = 4x5 = 46 = I 9-4.019-1.0 , 25-5-6 30-2-0 39-5-0 47-5-0 9-4-0 6-111 2-9-11 6-4-6 4-8-10 9-3-0 8-0-0 Plate Offsets (X Y)-- f 11.0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1 0.76 Vert(LL) 0.45 20-23 >248 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.45 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 MatVx-MS Weight: 268 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20, 8-18, 9-17 4-20: 2x6 SP No.2 I REACTIONS. (Ib/size) 2= 180/0-8-0, 20=3061/0-8-0, 12=1676/0-8-0 Max Horz 2=-511(LC 10) Max Uplift 2= 470(LC 11), 20� 1829(LC 12), 12= 1013(LC 12) Max Grav 2=100(LC 21), 20=3061(LC 1), 12=1722(LC 1 ) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-695/1487, 3-4=-81911670, 4-6= 808/1703, 6-7=-1044/857, 7-8= 998/855, 8-9=-2227/1551, 9-10= 3256/2218, 10-11=-2441/1778, ii 1-12=-2764/1809 BOT CHORD 2-20= 1527/871, 18-20=-396/392, 17-18=-935/1880, 16i 17=-183WI98, 14-16=-1765/2971, 12-14=-1382/2354 WEBS 3-20=-390/541, 6-20=-2777/1742, 6-18=-632/1418, 7-18— 325/465, 8-1 8=-1 716/1261, 8-17=-785/1264, 9-17=-1744/1189, 10-16= 114/348, 10� �14=-795/617,11-14=-3901756 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=18ft B=70ft L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 'L2-0-13 to 2-10-81 Interfor(1) 2-10-8 to 19-1-0, Exterior(2) 19-1-0 to 24-0-5, Interior(1) 30-2-0 to 49-5-13 zone; porch left 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 no concurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL—10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=470, 20=1829, 12=1013. i Walter P. Finn PE No.22839 tIlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: j August 23,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M{TEK REFERANCE PAGE MII.7473 rev. 101032015 BEFORE USE. -- Design valld for use only with MiTeko� connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required'ifor 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 systems, seeANSWPIl Gual➢yWorld, DSB-09 and SCSI Bu➢dhig Component 6904 Parke East Blvd. Safety/nfonnaBOnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type 0Iv Ply T14912455 75431 B3 Roof Special 1r 1 �JENNESS Job Reference o tional unamoers I russ, Inc., t-on Fierce, r-L 1 -2-0-0,1 6-8-11 2-0-0 � 6-8-11 26 m 2 0 1� 4xb = 3x4 \\ 3 ?-10-13 19-1-0 23-11-14 tf. i ou s mar r i zU 10 rvu r eK muusures, Inc. i flu r uy zo w.omr zu r o raye r I D:077iyUz8CrU W FwjaFpj PYgylOn5-pDDOajvJ LxBJ3li6mYUAp2sOnkt6LACkncL6tWykyBW 28-2-0 32-9-8 37-5-0 41-6-6 47-5-0 49-5-0 6-2-3 6-2-3 4-10-14 4-2-2 4-7-8 4-7-8 4-1-7 5-10-10 2-0-0 Scale=1:87.0 5x6 = 6.00 F12 6 3x5 G 5x6 4x6 i 27 7 4 5 6x8 = 5x6 = 8 3x5 = 2 30 1 Cl) >3x431 v u> �32 12 rm 19 33 3418 17 35 36 16 15 14 3x5 = 4x6 4x8 = 5x8 MT18HS = 7x8 = 3x8 = 4x6 = 9-5-7 Plate Offsets (X Y)-- (4.0-3-0 Edgel f7:0-2-4 0-2-01 I10.0-3-0 0-2-01 I 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 0.55 Vert(LL) -0.44 16-17 >999 360 MT20 244/190 TCDL 15.0 j Lumber DOL 1.25 BC 0.80 Vert(CT) -0.96 16-17 >593 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.22 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.57 16 >999 240 Weight: 263lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. WEBS 2x4 SP No.3 WEBS i Row at midpt 5-17, 6-17, 7-17, 7-16, 8-16, 9-14 REACTIONS. (lb/size) 2=2278/0-8-0, 12=2278/0-8-0 Max Harz 2=511(LC 11) Max Uplift 2= 1331(LC 12), 12=-1331(LC 12) Max Grav 2=2361(LC 17), 12=2313(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4262/2597, 3-5— 3965/2511, 5-6= 2959/2136, 6-77 2961/2138, 7-8=-5482/3776, 8-9=-4802/3272, 9-10= 3389/2414, 10-11=-3808/2581, 11-12=-4172/2802 BOT CHORD 2-19= 2056/4085, 17-19— 1659/3427, 16-17— 1969/3594, 14-16= 2542/4255, 2-14=-2338/3655 WEBS 3-19=-503/411, 5-19= 279/714, 5-17=-973/705, 6-17= 1541/2235, 7-17=-1849/1384, 7-16=-175312646, 8-16=-2662/1883, 9-16=-455/940, 9- 4= 1386/957, 10-14=-860/1407, 11-14=-476/476 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=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) i,2-0-13 to 2-10-8, Intedor(1) 2-10-8 to 19-1-0, Exterior(2) 19-1-0 to 23-11-14, Interior(1) 28-2-0 to 49-5-13 zone;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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonlconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between !the bottom chord and any other members, with BCDL 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1331, 12=1 I31. I Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for Use only with MITeIcV connectors. This design Is based only upon patameters 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. gracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Addiflonai temporary and permanent bracing MiTek° is always requiredlfor 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/IPII GualByCrBeder, DS9-89 and SCSI Bundling Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infonnadohavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Job Truss Truss Type City Ply JENNESS • T14912456 75431 B4 Roof Special 1 1 Job Reference (optional) unamoers I russj Inc., I -on Pierce, t•L 2-3-0 '1-11-0' 6-1-0 3-11-13 ' 6.00 12 4x6 i 3x6 i 7 3x4 11 6 5 3x8 G 4 34 — m 2 0 1� 2726 446 = 3x4 11 4x10 = 7x8 II 24 2341 42 5x6 WB= 4x8 = 5x6 = 5x6 Q 8 9 22 20 3x4 I 6x12 = 6x8 = 8.13U s mar 11 2U18 MI I eK Industries, Inc. I nU Aug 23 13:38:24 2U18 Page 1 I D:077iyUz8CrU W FwjaFpjPYgylOn6-Eov8CIXBdSW twDQhSg 1 tRhUTixumYW KATaZmUrykyBT 30-9-B 35-5-0 39-0-7 47-5-0 49-5-0 4.7•B 4-7-8 3-7-7 8-4-9 2-0-0 35 5x6 = 5x6 = 10 3x5 = 7 381 19 43 18 44 17 5x8 = 5x8 MT18HS = 3x8 = Scale = 1:88.4 3x5 13 39 m v 40 0 14 Ir? 9 16 _ 3x4 I I 4x6 420 23-02$6 1 10.3.0 i 14-2d3 12-_1--1 20-0-0 26.2.0 35-5-0 39.0.7 47-5.0 1 32�-00.00 �38 64.0 3-11-13 4-10-3 11 6-2-0 9-3-0 3-7-7 9-4.9 1-7-8 Plate Offsets (X Y)-- i3:0-3-15 0-1-151 i6:0-3-0Edge], 112:0-3-0 0-2-OLIi19:0-1-8,0-1-121,I21:0-9-4,Edge1 125:0-2-12,0-3-41 f27:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1 0.83 Vert(LL) -0.40 17-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BCJ 0.87 Vert(CT) -0.93 17-19 >610 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.40 14 n/a n/a BCDL 10.0 Code FBC2017/-FP12014 Matiix-MS Wind(LL) 0.61 20 >935 240 Weight:311 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30'Excepr BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. 25-26: 2x4 SP No.3, 3-23: 2x4 SP M 31 WEBS 1 Row at midpt 10-21, 11-17, 4-24, 8-22, 9-22, 7-22 WEBS 2x4 SP No.3 *Except* 19-21,4-24,25-27: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2278/0-8-0, 14=2278/0-8-0 Max Horz 2=511(LC 11) Max Uplift 2= 1331(LC 12), 14=-1331(LC 12) Max Grav 2=2326(LC 17), 14=2316(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-29= 4144/2499, 3-4=-8405/4797, 4-5=-4818/2950, 5-7= 4885/3143, 7-8=-3261/2330, 8-9=-3115/2397, 9-10=-3482/2405, 10-11=-4126/2912, 11-12=-3200/2339, 12-13=-3619/2545, 13-14= 4077/2686 BOT CHORD 2-27= 2030/3996, 26-27= 159/297, 3-25=-2121/3877, 24-25= 410017867, 22-24=-1803/3712, 21-22— 1461/3082, 9-21=-904/1222! 19-20=-248/421, 1 7-19= 2227/3785, 16-17= 2190/3542, 14-16=-2190/3542 WEBS 19-21=-2205/3794, 10-21= 1599/1181, 10-19=-946/660, 11-19=-310/661, 11-17=-1056/757, 12-17— 928/1418, 13-17— 696/5824-24=-3347/1880, 5-24= 507/418, 7-24=-811/1576, 8-22— 1919/2457, 9-22=-127211213:7-22=-1112/767, 3-27=-2101/1113, 25-27=-2112/4173, 4-25=-859/1821 NOTES- 1 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=18ft B=70f; L=49ft; eave=6ft Cat. II; Exp C; Encl.: GCpi=0.18; MWFRS (directional) and C-C Exterior(2) I2-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-1-0, Exterior(2) 19-1-0 to 24-0-5, Interior(1) 26-2-0 to 49-5-13 zone;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) All plates are MT20 plates unless otherwise indicated. 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 bottomlchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 1 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1331,14=1331. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111--7473 rev. 101032015 BEFORE USE. Design valid for use only with MITeM connectors, rnls design Is bored only upon pprarnetels shown, and Is for an individual building component hot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building 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 Yor 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, seeANSUIP11 ®uaOfyCrBeda, DS&89 and SCSI Building Component 6904 Parke East Blvd. Safety fnformaffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply JENNESS ' T14912457 75431 B5 Roof Special 1 1 Job Reference (optional) chambers Truss, Inc., Fort Fierce, FL 8.130 s mar 11 2018 ml I eK maustfies, Inc. I nU Aug 23 13:38:26 2U18 rage 1 ID:077iyUz8CrUWFwjaFpjPYgylOn5-AA1vd0zR9Tmb9Wa4Z53LW6arnlbg00NTwt2tYkykyBR -2.0-0 4-2-0 11-3-2 19,1-0 2p-Oi0 24-2-0 28-9-8 33-5-0 37-11-0 42-4-4 2-0- 0 4-2-0 7-1-2 7-9-14 0-11-0 4-2.0 4-7-8 4-7-8 4-6-0 4-5-4 Scale = 1:80.9 5x6 = 6.00 12 4x5 7 8 5x6 W 13-5�- 5x6 = 5x6 = 3x4 = 3x4 � 30 9 5 6 1 3x5 3212 33 3x4 11 3x8 i m 13 v 4 29 l rn o 3 cm 2 i � o a Io 3 0 1 7x8 I 22 20 = 25 24 18 17 34 16 �` 15 14 5x62WB= 4x6 M—_ 3x4 11 4x6 —_ 3x4 II 5x14 = 3x8 = 6x8 = 4x8 = 6x8 = 2-3-0 4-2-0 11-3-2 19 1-0 2p-0 0 24-2.0 33-5-0 42-4-4 2-3iT 7-1-2 7-9-14 0-11-0 4-2.0 9-3-0 8-11-4 Plate Offsets (X Y)-- [2:0-2-12 0-1-81 [3:0-2-11 0-1-131 [6:0-3-0 Edge][11:0-3-0 0-2-01 [17:0-6-4 0-2-81 [19:0-7-0,0-3-121, [23:0-2-12,0-3-81, [25:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.32 22-23 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.75 22-23 >671 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.33 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(ILL) 0.52 22-23 >969 240 Weight: 299lb F-=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 29-24,8-18: 2x4 SP No.3, 3-21: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. Except: WEBS 2x4 SP No.3'Except' 1 Row at midpt 8-19 13-14: 2x6 SP No.2, 23-25: 2x4 SP M 30 WEBS 1 Row at micipt 4-22, 5-20, 7-20, 10-15, 12-14, 8-20 OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 2=2044/0-8-0, 14=1892/0-7-4 Max Horz 2=427(LC 11) Max Uplift 2=-1203(LC 12), 14=-1021(LC 12) Max Grav 2=2074(LC 17), 14=1892(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-27=-3624/222313-4= 7355/4507, 4-5=-3935/2574, 5-7=-2746/1970, 7-8=-2460/1951, 8-9=-2805/2109, 9-10=-2771/2103, 10-11=-1903/1521,'l1-12=-2191/1626 BOT CHORD 2-25=-2084/3464, 3-23=-2051/3401, 22-23=-4131/6860, 20-22=-2236/3701, 19-20=-1420/2461, 8-19— 788/980, 17-18= 189/275, 15I 17=-1577/2450, 14-15= 1037/1502 WEBS 4-22_ 3192/1915, 5-22= 255/676, 5-20= 1486/1001, 7-20=-1305/1695, 17-19=-1638/2653, '9-19= 779/615, 9-17= 10111733, 10-17=-329/674, 10-15=-1052l759, 11-15=-453/682, 12-15— 193/648, 12-14= 2192/1543, 8-20=-884/751, 3-2,5=-1823/1132, 4-23=-869/1631, 23-25=-2159/3632 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=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 2-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-1-0, Exterior(2) 19-1-0 to 38-4-5, Interior(1) 38-4-5 to 42-1-8 zone;C-C for members ard forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOLL 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 bottomlchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between !the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1203, 14=1021. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verily design parameters and READ NOTES ON TR/S AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design vaild for Use only with mlTeka connectors. This design Is based only upon p6ameters shown, and Is for an Indivldual building component not �° a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injuy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIDII QualityCdleda, DSB.89 and SCSI SUOding Component Safety lnfoanaMonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type O Ply JENNESS ` T14912458 75431 B6 Roof Special 1 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 13:38:30 2018 Page 1 2-0-0 ' 4-2-0 ' 7-1-2 7-9'-14 0'-11-b 2-2-0 4-7-8 11-5-8' 3-2-0 ' 4-8-11 4-1-5 2-1-4 ' Scale = 1:78.4 5x6 = 6.00 12 7 5x6 = 5x6 = 8 5x6 WB i 36 37 1 5 6 11 j i 39 48 12 m d oc 3x8 i 13 d 4 35 rn � o 3 m 2 16 N19 0 1 7x8 II 22 21 20 40 18 41 17 5x12 — 25 24 4x6 = 5x6 WB— 3x8 5x14 WB= 3x8 = — 15 14 i 36 = 4x8 — 6x8 = 2-3-0 4-2-0 11-3-2 19-1-0 2 -0- 22-2-0 24-i-8 28-3-0 31-5-0 40-3-0 42-4-0 2-3.0 1-it-0 7-1-2 7-9'•14 0-11- 2-2-0 1-11.8 4-1-8 3.2-0 8-10-0 2-1-4 Plate Offsets (X Y)-- f2:0-2-12 0-1-81f3:0-2-11 0-1-131 f6:0-3-0 Edgel If 10:0-3-0 0-2-01 f23:0-2-12 0-3-81 f25:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(ILL) -0.31 22-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.74 22-23 >685 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.34 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mat ix -MS Wind(LL) 0.51 22-23 >988 240 Weight: 297lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2,6-2 oc purlins, BOT CHORD 2x4 SP No.3 *Except` except end verticals. 2-24,14-15,18-21: 2x4 SP M 30, 3-21,16-18: 2x4 SP M 3 BOT CHORD Rigid ceiling directly applied or 3-7-10 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 5-7-0 oc bracing: 19-20 13-14: 2x6 SP No.2, 23-25: 2x4 SP M 30 5-9-0 oc bracing: 17-19 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4-22, 5-20, 7-20, 8-20, 9-17 JOINTS 1 Brace at Jt(s): 19 REACTIONS. (lb/size) 2=2044/0-8-0, 14=1892f0-7-4 Max Horz 2=427(LC 11) Max Uplift 2=1203(LC 12),14=-1021(LC 12) Max Grav 2=2087(LC 17), 14=1892(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-33— 3652/2236, 3-4= 7391/4522, 4-5=-3980/2595, 5-7= 2732/1957, 7-8=-2619/2032, 8-9=-2819/2163, 9-10=-2190/1725, 10-11=-2513/1849, 11-12= 1499/1188, 12-13=-1415/996, 13-14= 1869/1313 BOT CHORD 2-25=-2096/3490, 24-25=-173/250, 3-23= 2050/3406, 22-23— 4142/6891, 20-22=-2257/3743, 19-20= 1751/2909, 17-19=-1649/2(342, 16-17=-1374/2082, 12-16= 279/364 1 WEBS 4-22=-3181/1905, 5-22=-261/692, 5-20= 1522/1023, 7-20= 1346/1915, 10-17= 548/824, 11-17=-66/273, 11-16=-1187/826, 8-20=-1374/989, 3-25=-1836/1139, 23-25=-2169/3654, 4-23=-871/1633, 9-19— 184/490, 9-17=-885/634, 13-16=-1204/1726 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; TCDL=4.2psf; BCDL=3.Opsf; h=18fh B=70ft; L 49ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.1.8; MWFRS (directional) and C-C Extedor(2) 2 0 13 to 2-10-8, Interior(1) 2-10-8 to 19-1-0, Exterior(2) and 19-1-0 to 36-1-.11, Interior(1) 36-1-11 to 42-1-8 zone;C-C for members forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLT 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nor concurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom) chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between!the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 2=1203,14=1021. MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Vent y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valld for u only with IVIlTekV 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 bullding design. bracing Indicated is to prevent buckling of individual truss web cind/or chord members only. Additional temporary and permanent bracing MiTek` Is always requiredlfor 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/IPII AualltyCdledo, DSB-09 and BCSI BUQdNtg Component Safety lntorllfaBonzivaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type O Ply JENNESS • T14912459 75431 B7 Roof Special 1 1 1 Job Reference (optional) L;namoers I russ; Inc., rorr Fierce, FL 3x8 4 35 3 2 7.8 11 25 24 3x6 = 4x8 = UA OU 5 IMF 11 ZU10 ivll I ex mauSrrieS, I I nu Huy eo j o;om3J zu I a Faye I I D:077iyUz8CrU W FwjaFpjPYgylOn5-TXyY5p2q W dfcVbcOT3h_I aM 1 tZ_IgcrVXTFkl gykyBK 20.4-0 04-0 5x6 = 6.00 12 7 5x6 = 5x6 = 8 37 9 38 10 5x6 WB i 36 N40 6 16 22 21 20 e 4x6 = 5x6 WB= 3x8 — 204-0 1 48 2 17 43 44 5x14 = 3x8 = Scale = 1:78.4 4x8 12 13 rn 0 N{O 14= o 15 14 6x8 = Plate Offsets (X Y)-- [2.0-2-12 0-1-81 [3.0-2-11 0-1-131 [6:0-3-0 Edgel I [10.0-3-0 0-2-01 [23.0-2-12 0-3-81 125:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.31 22-23 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC I 0.77 Vert(CT) -0.73 22-23 >691 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.33 14 n/a n/a BCDL 10.0 I Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.51 22-23 >999 240 Weight: 304lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, BOT CHORD 2x4 SP No.3 *Except* except end verticals. 2-24,14-15,18-21: 2x4 SP M 30, 3-21,16-18: 2x4 SP M 3 BOT CHORD Rigid ceiling directly applied or 3-7-7 oc bracing. Except: WEBS 2W SP No.3 *Except' 6-1-0 oc bracing: 17-19 13-14: 2x6 SP No.2, 23-25: 2x4 SP M 30 WEBS 1 Row at midpt 4-22, 5-20, 7-20, 8-20, 9-17, 9-19, 11-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2044/0-8-0, 14=189210-7-4 Max Horz 2=427(LC 11) Max Uplift 2= 1203(LC 12), 14= 1021(LC 12) Max Grav 2=2120(LC 17), 14=1951(LC 18) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-33— 3720/2247, 3-4=-7532f4548, 4-5=4065/2608, 5-' 2768/1973, 7-8= 2606/2006, 8-9= 2583/1988, 9-10= 2169/1714, 10-11=-2469/1633, 11-12=-1664/1245, 12-13=-1488/994, 13-14=-1955/1297 BOT CHORD 2-25=-2106/3549, 24-25=-174/253, 3-23= 2065/3474, 22-23= 416777018, 20-22=-2268/3818, 19-20=-1514/2687, 17-19= 1484/2 46, 16-17=1393/2145, 12-16=-380/470 WEBS 4-22=-3233/1918, 5-22= 263/686, 5-20= 1512/1015, 7 20= 127511844, 10-17= 529/834, 13-16=1233/1836, 8-20= 1321/834, 9-17=-679/500, 9-19=-103/315, 3-25= 1868/1143, 4-23=-875/1662, 23-25=-2179/3718, 11-16— 1156/781, I11-17=-185/257 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; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49f; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)1-2-0-13 to 2-10-8, Intedor(1) 2-10-8 to 19-1-0, Exterior(2) 19-1-0 to 34-6 ;5, Interior(1) 34-6-5 to 42-1-8 zone;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) All plates are 3x4 MT20 unless otherwise indicated. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members, with BCDL 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1203,14=1621. I I � Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valld 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. gracing 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 properly damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7PN CualByCrEedo, DSB49 and SCSI BuBdIng Component 6904 Parke East Blvd. Safety tnformatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312.1Aexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply • T14912460 75431 B8 Hip 1 1 �JENNESS Job Reference (optional) cnamners I russ, Inc., t-or coerce, 1-L -2-0-0 4-2-0 3X8 i 4 27 3 ro 2 0 1 7X8 I I 23 22 34= 4X8 = 3x4 I I 5x12 MT18HS i 6.00 12 3x4 ' 28 4X6 i 5 18 20 19 Sx6 WB = 5x6 = 7829 30 17 3x4 11 ts.1 au s mar i i zu1 t1 mi I eK mausmes, Inc. I nu Aug ZJ I J:s1J:3o zu1 a 1Ox10 = 31 9 7-1-11 Scale = 1:78.4 3x4 5x6 WB4�1 10 11 32 m oS 4x10 o 12 m 0 CI 16 1s 33 14 13 6x8 = 3x6 = 4x5 = 3x6 I -131, [5:0-3-0,Edge], [7:0-0-13,0-1-9], [7:0-7-7,0-1-9], [8:0-1-9,0-0-1 LOADING (psf) TCLL 20.0 TCDL 15.0 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/TPI2014 CSI] TC 0.77 BC 0.78 WB 0.91 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.31 20-21 >999 360 Vert(CT) -0.71 20-21 >712 240 Horz(CT) 0.30 13 n/a n/a Wind(LL) 0.50 20-21 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 286lb FT=20% LUMBER- BRACING - TOP CHORD 294 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 21-22,8-17: 2x4 SP No.3, 3-19: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-6-5 oc bracing. Except: WEBS 2x4 SP No.3'ExcepV 1 Row at midpt 8-18 12-13: 2x6 SP No.2, 21-23: 2x4 SP M 30 WEBS 1 Row at midpt 4-20, 6-18, 16-18, 9-18, 9-16, 11-16, 12-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2041/0-8-0, 13=1890/0-7-4 Max Horz 2=445(LC 11) Max Uplift 2� 1204(LC 12), 13=-1022(LC 12) Max Grav 2=2072(LC 17), 13=1890(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD b-25=-3622/2339, 3-4=-7322/4727, 4-6=-3954/2747, 6-7=-2639/2004, 7-8=-2235/1965, 8-9= 2241/1971, 9-11=-2179/1719, 11-12=-2163/1538, 12-13=-182511378 BOT CHORD 2-23=-2217/3478, 22-23= 181/253, 3-21= 2129/3369, 20-21=-4342/6842, 18-20— 2427/3738, 8-18= 378/234, 14-16=-1249/1852 WEBS 4-20=-3137/1935, 6-20= 263/718, 6-18=-1607/1144, 16-18=-1047/1758, 9-18= 518/803, 11-16= 256/221, 11-14=-545/520, 12-14=-1299/1912, 3123=-1830/1205, 4-21=-937/1624, 21-23— 2296/3638, 7-18= 553/850 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; TCDL=4.2psf; BCDL=3.Opsf; h=1811; B=70ft; L=49fh eave=6fh Cat. 11; Exp C; Encl.: GCpi=0.18; MWFRS (directional) and C-C Exterior(2) L12-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-10-0, Exterior(2) 19-10-0 to 34-6-14, Interior(1) 34-6-14 to 42-1-8 zone;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) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottoml chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ithe bottom chord and any other members, with BCDL-10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1204, 13=1022. Walter P. Finn PE N0.22839 MTek USA, Inc. FL Cart 6634 I 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Vedf design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. m Design valid for use only with tvilTek5 connectors. This design Is based only upon pares meters shown, and Is for on Individual building component, not �o a truss system. Before use, the building designer must verify the applicability of deign 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 Welk' Is always requiredlfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, deilvery, erection and bracing of trusses and truss systems, seeANSUIPII Auallly CNoda, DSB.89 and SCSI Bugdfgg Component 6904 Parke East Blvd. Safety/nformationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type O[y Ply T14912461 75431 B9 Piggyback Base 1 1 �JENNESS Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4-2-0 1 8-1-3 t3.13U s Mar 11 LUl B MI I eK Inaustries, Inc. I nU AUg L:i I J::R1:Jt$ XU1 t$ rage 1 ID:077iyUz8CrUW FwjaFpjPYgylOn5-gUIRSX6zK9HucMVNGdH9?e3tRah8gsMEhlyVzlykyBF 27-7-0 35-2-9 1 42-4-4 6xl0 MT18HS 6x10 MT18HS = 6.00 12 7830 31 329 Scale = 1:78.6 m 0 C � O I i 23-0 4.2-0 12� 3 20-0-0 27-7-0 35-2-9 42-4-d 2-3-0 1-1 1-0 8-1-3 7;8-13 7-7-0 7-7-9 7-1-11 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [3:0-2-11,0-1-13],[5:0-3-0,Edge],1[7:0-0-13,0-1-9], [7:0-5-7,0-1-9], [8:0-1-9,0-0-13], [9:0-6-8,0-1-12], [10:0-3-0,Edge], [18:0-2-12,0-3-0], [19.0-3-8 0-2-8] [21:0-2-12 0-3-8] [23:0-3-8 0-2-0] LOADING (pst) SPACING- 2-0-0 CSII DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.34 19-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.82 19-21 >618 240 MT18HS 2441190 BCLL 0.0 T Rep Stress Incr YES WE 0.99 Horz(CT) 0.31 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaTx-MS Wind(LL) 0.56 19-21 >906 240 Weight: 286lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 21-22,8-17: 2x4 SP No.3, 3-20,18-20: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-5-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 16-18, 9-18, 9-16, 11-16, 12-14 12-13: 2x6 SP No.2, 21-23: 2x4 SP M 30 2 Rows at 1/3 pts 4-19 OTHERS 2x4 SP No.3 3 Rows at 1/4 pts 6-18 REACTIONS. (lb/size) 2=2044/0-8-0, 13=189210-7-4 Max Horz 2=445(LC 11) Max Uplift 2=-1203(LC 12), 13= 1021(LC 12) Max Grav 2=2074(LC 17), 13=1892(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-26=-3616/2329, 3-4=-7468/4802, 4-6=-3791/2627, 6-r=-2611/2007, 7-8=-2216/1943, 8-9=-2226/1952, 9-11=-2183/1718, 11-12=-2165/1536, 12-13= 1827/1378 BOT CHORD 2-23=-2202/3466, 3-21= 2253/3550, 19-21=-445017010, 18-19=-2288/3541, El- 18=-250/548, 14-16=-1248/1853 WEBS 4-19= 3497/2179, 6-19=-265/710, 6-24=-1481/1061, 18 24=-142411017, 16-18= 1060/1779, 9-18=-498(783, 11-16=-253/224, 11'-14=-546/520, 12-14=-1297/1913, 3-23=-1817/1186, 21-23=-2276/3642, 4-21=-885/1620 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=18ft B=70ft; L=49ft eave=6ft Cat. ll; Exp C; Encl!, GCpi=0.18; MWFRS (directional) and C-C Exterior(2);-2-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-10-0, Extedor(2) 19-10-0 to 34-6-14, Interior(1) 34-6-14 to 42-1-8 zone;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) All plates are MT20 plates unless otherwise indicated. 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 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1203, 13=1021. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: August 9290118 A WARNING - Vertty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1e/032075 BEFORE USE. W&ME�° Design valld for use only with MITek© connectors. This design Is based only upon p6ameters 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. Oracing 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 Infur'y and property damage. For general guidance regarding the fabricallom storage• delivery, erection and bracing of trusses and truss systems, seeANS&VII Quality Wedd, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfolmaBoitavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, 1lexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type qty Ply JENNESS I I T14912462 75431 E COMMON 2 1 Job Reference (optional) Chambers Truss, LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.26 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 1=42010-8-0, 3=420/0-8-0 3:38:39 2018 Page 1 ,pZXLNwPi3 W UykyBE Scale=1:19.2 Im 0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.34 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 BC 0.26 Vert(CT) -0.03 4-7 >999 240 WB 0.11 Horz(CT) -0.01 3 n/a n/a Matnx-MS Weight: 33 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. Max Horz I= 113(LC 10) Max Uplift 1=-438(LC 12), 3=-438(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 600/1282, 2-3= 600/1282 BOT CHORD 1-4=-10151484, 3-4=-1015/484 WEBS 24=-649/228 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=18ft; B=70ft; L=49ft; eave=6ft Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom (chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=438, 3=438. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing OW MOW is always required Yor 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, seeA1WSW11 CuallfyCiffetla, DSO-69 and BCSI Building Component Safety InformaBOiravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, aexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type O y Ply JENNESS T14912463 75431 G HALF HIP 1 1 Job Reference (optional) Chambers 1 russ, Inc., port Pierce, I-L 3x6 = 5x = 3x5 = 4x6 = 3x4 I I 7-6-3 6.1 JU s mar 11 ZU16 MI I eK Inausirles, Inc. I nu I D:077iyUz8CrU W FwjaFpjPYgylOn5-ASZKBEA69hvBi8N L3/ 30-4-4 33-0-11 , 7-7-15 2-8-8 4x6 = 3x4 = 5x8 MT18HS = a 9-0-0 Ug ZJ 1J::RK46 ZU1C rage i CihnjabRRVDRzr1 gGfFykyBA 39-4-4 41-4-4 6-3-9 2-0-0 Scale = 1:71.8 m 0 v M 211 0 LOADING (psf) SPACING- 2-0-0 CSIJ DEFL. in Ooc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.23 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.54 15-16 >863 240 MT18HS 244/190 BCLL 0.0 ', Rep Stress Incr YES WBI 0.55 Horz(CT) -0.12 19 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.36 15-16 >999 240 Weight: 217lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2X4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. 3-19: 2x6 SP No.2, 3-18: 2x4 SP M 30 WEBS 1 Row at midpt 9-15, 8-16, 4-16, 3-18 REACTIONS. 01b/size) 19=1927/0-7-4, 11=1904/0-8-0 Max Horz 11=-403(LC 10) Max Uplift 19= 1157(LC 12), 11=-1134(LC 12) Max Grav 19=1927(LC 1), 11=1906(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10= 3064/2166, 10-11=-3326/2286, 3-4=-2392/1717, i-6=-3624/2531, 6-8=-3624/2531, 8-9=-3764/2669, 3-19— 1857/1506 BOT CHORD 16-18=-1666/2392, 15-16=-2691/3764, 13-15= 2069/2707, 11-13=-2371/2916 WEBS 10-13=-384/454, 9-13=-298/476, 9-15=-868/1305, 8-15 =-524/487, 6-16=-5121461, 4-16=-100211446, 4-18= 1279/1023, 3-18=-1858/2746 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7,10; VuIt=170mph (3-second gust) Vasd=132mph; TCD —4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl.i GCpi=0.18; MWFRS (directional) and C-C Exterior(2) i2-1-9 to 5-11-2, Interior(1) 5-11-2 to 30-4-4, Extedor(2) 30-4-4 to 37-4-2 zone; end vertical left 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load non�concurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom lchord 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1157, 11=11134. I i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: August 23,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIrEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaild for use only with MITekV connectors. This design Is based only upon parometers shown, and Is for on Individual building component, not a truss system. Befpre 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. Addilional temporary and permanent bracing MiTek" prevent Is always required ifor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 QualityCifferla, DSB-49 and BCSI Buildhig Component Safety lnfannaBonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type O Ply JENNESS T14912464 75431 G1 HIP 1 1 Job Reference (optional) Chambers-fruss,llnc., Fort Fierce, FL 2-0-12 0-11.4 6-5-1 6-10-13 6.00 12 I Sx6 Sx6 i 3x5 = 3x4 11 4x6 = 3x4 = 2 3 24 4 25 5 26 6 7 27 3x6 III 18 17 16 4x6 = 3x6 = 3x10 = 6.13U s mar 11 ZU1 ti MI LeK mausirles, Inc, i nU Aug 23 13:3tr:4b Za16 rage 1 CrU W FwjaFpjPYgylOn5-6gg4cwBMhJ9vxRXjAbvon6s6UP9Tz2MGl L9Nj7ykyB8 28-4-4 33-7-o 39-4-4 i 41-4-4 i 7-2-5 5-2-12 5-9-4 Scale = 1:71.3 5x8 = 8 3x4 9 m 28 6 29 10 m 11io is 1430 13 12 3x4 = 4x6 = 3x4 = 3x4 I 3x5 = 28-4-4 33-7.0 39-4.4 5-2-12 5-9-4 LOADING (psf) SPACING- 2-0-0 CS11 DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.17 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.40 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WBI 0.84 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 I Code FBC2017fTP12014 Matfix-MS Wind(LL) 0.27 15-16 >999 240 Weight: 233lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. 2,119: 2x6 SP No.2, 2-18: 2x4 SP M 30 WEBS 1 Row at midpt 2-18, 4-16, 7-16 I REACTIONS. (lb/size) 19=1927/0-7-4, 10=1904/0-8-0 Max Horz 19= 480(LC 10) Max Uplift 19= 1147(LC 12), 10=-1139(LC 12) Max Grav 19=1927(LC 1), 10=1942(LC 18) FORCES. (lb) -lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1922/1476, 3-4=-1893/1449, 4-5=-2888/2105, 5-7-2888/2105, 7-8=-3134/2293, 8-9=-2894/2046, 9-10= 3412/2336, 2-19= 1863/1619 BOT CHORD 1 8-19=-324/460, 16-18=-900/1896, 15-16=-1767/3134, �13-15=-1431/2521, 12-13=-1927/2968, 10-12=-1927/2968 WEBS 8-13=-242/494, 9-13= 622/572, 2-20=-1426/2112, 18-20= 1660/2393, 4-18=-1285/1046, 4-16=-885/1283, 5-16= 472/423, 7-16= 391/275, 7-15=;393/387, 8-15=-558/874, 3-20=-347/440 I NOTES- 1) Unbalanced rot f live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70111; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 12-1-9 to 7-11-2, Interior(1) 7-11-2 to 28-4-4, Exterior(2) 28-4-4 to 35-4-2 zone; end vertical left 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 no concurrent 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 Ithe bottom chord and any other members, with BCDL;10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1147, 10=1'139. I I I, I Walter P. Finn PE No.22839 WTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE FIII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITett® conhectors. This design Is based only Upon patameters 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. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required'for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUIP1i OuaillyCdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety In/oanalionavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, aexandria, VA 22314. I I Job Truss Truss Type dry Ply JENNESS • T14912465 75431 GEA Monopitch Supported Gable 1 1 Job Reference o tional L;namoers Iruss,;mc., ron coerce, rL 2-0-0 O. IOU b rVIGr I I LU 10 Will UR rr rUUbrl lUb, II— 11iU Haut rayc ID:077iyUz8CrUWFwjaFpjPYgylOn5-b1 ESgGC_ScHmZb6wkl01 KKPH5pctigePX?uwGaykyB7 7-0-0 2x3 11 4 6.00 12 2x3 I I 3 9 3x4 11 5 Scale = 1:25.1 1� 2 'Ell 1[11 I j 1 4x4 — 1 2x3 81 7 11 2x3 11 63x4 LOADING (psf) I SPACING- 2-0-0 CSI DEFL. in (loc) I/dell Ud PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.01 1 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.02 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2I4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2z4 SP M 30 except end verticals. WEBS 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.3 REACTIONS. All bearings 7-0-0 (lb) - Max Horz 2=314(LC 12) 1 Max Uplift All uplift 100 lb or less at joint(s) 6, 8 except 2I 252(LC 12), t= 168(LC 12) Max Grav All reactions 250 lb or less at joint(s) 6, 7, 8 except 2=320(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-490/163, 3-4=-289/83 WEBS 4-7=-186/460, 3-8= 266/418 NOTES- j 1) Wind: ASCE 7.10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=2ft Cat. II; Exp C; Encli, GCpi=0.18; MWFRS (directional) and C-C Comer(3) 2-0-13 to 3-0-0, Exterior(2) 3-0-0 to 6-10-4 zone;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 ANSUTPI 1. 3) Gable requires continuous bottom chord bearing. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except 6t=lb) 2=252, 7=168. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: A nnr rot Oq 0111 A ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sgeANstapll Quality Criteria; DSB-69 and SCSI Bur/d/ng Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Inlormailonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply JENNESS • T14912466 75431 GRA HIP GIRDER 1 1 Job Reference o tional Gnambers I cuss, Inc., r-orr rlerce, rL ,.,.. -.,a,• I •— 11—,„-1.ma1 ...--_._.—. ID:077iyUz8CrUW FwjaFpjPYgylOn5-?cwbSI FtlXgKQ3rVPQ_kyyt k50PDvsjsDz7bsuykyB4 �0-0 3-9-4 7-0-0 9-4-0 9-7 0 12-2-0 1�0- 19-6-11 23-3-0 27-2-8 31-2-0 34-4-12 38-2-0 40-2-0 , 2-0-0-0 3-9-4 3-2-12 2-4-0 0--0 2-7-0 3-8-5 3-8-5 3-8-5 3-11-8 3-11-8 3-2-12 3-9-4 2-0-0 Scale = 1:70.2 SxB MT18HS , NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x8 MT18HS — Special 7x10 = 6x8 = I 3x4 11 3x6 = 4x6 = 4x5 = 3x5 = NAILED Special 6.00 12 3 430 31 5 32 133 6 34 735 8 36 9 37 10 38 11 fin 2 0 17 0 1 41 42 19 43 18 44 45 23 22 39 21 40 6x12 = 4x4 = 16 46 15 47 14 3x5 6x8 = 6x8 = 3x4 11 NAILED NAILED NAILED NAILED 3x4 11 4x12 = 3x4 11 Special NAILED NAILED 6x8 = 5x12 MTi8HS= NAILED NAILED Special NAILED I NAILED NAILED 9-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.41 17-18 >838 240 TCDL 15.0 Lumber DOL 1.25 . BC 0.96 Vert(CT) -0.50 17-18 >691 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 -Except' BOT CHORD d-21,9-16: 2x4 SP No.3 WEBS SP No.3 "Except' 9,9-18,15-17,10-17,4-23: 2x4 SP M 30, 4-22: 2x6 SP WEBS c REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS b/size) 2=-772/0-8-0, 12=2125/0-8-0, 22=571410-8-0 lax Horz 2=220(LC 24) lax Uplift 2=-1386(LC 25), 12=-1623(LC 8), 22=-4299(LC 8) lax Grav 2=564(LC 6), 12=2194(LC 30), 22=5714(LC �) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1425/3023, 3-4=-1 233/2712,4-5= 1498/2359, 5-6=-1417/904, 6-7=-1417/904, 7-9=-3865/2521, 9-10= 5317/3556, 10-11=-4049/28781 11-12= 3865/2790 2-23=-2728/1479, 22-23= 3996/2736, 5-20=-2820/1900, 19-20= 2394/1799, 18-1 9=-2200/3849,17-18— 3267/5323, 9-17= 400/6461 14-15=-2274/3345, 12-14=-2254/3324 3-23=-1705/950, 20-22=-4096/2808, 4-20=-1264/2199, 5-19=-2859/4473, 6-19= 294/269, 7-19=-2977/1967, 7-18=-845/1396, 9-18=-1811/1280, 15-17=-2507/3880, 10-17=-810/1544, 10-15=-1461/951, 11-15=-433/924, i 1-14=-501/651, 4-23=-2325/2676, 4-22=-3917/2989 4x5 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 213 lb FT = 20% Structural wood sheathing directly applied or 2-10-9 oc purlins. Rigid ceiling directly applied or 3-6-5 oc bracing. 1 Row at midpt 7-19 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=18ft B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Enci., GCpi=0.18; MWFRS (directional); porch left exposed LumberDOL=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 hasp 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1386, 12=1623, 22=4299. 8) 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. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) olj other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 223 lb up at 7-0-0, and 333 lb down and 387 lb up at 31-2-0 on top chord, and 532 lb down and 739 lb up at 7-0-0, and 375 lb down and 549 lb up at 31-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOADICASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING` Ve�ly�design parameters and READ NOTES ON THIS AND INCLUDED /TEK REFERANCE PAGE MIF7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek8 connectors. This design is based only upon �patameters shown, and Is for an Individual building component not �' a tuns system. Before use, The building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. I Bracing Indicated is To prevent buckling of Individual truss web sand/or chord members only. Additional temporary and permanent bracing MiTek' Is always requirep for stability and to prevent collapse with possible personal InJury and property damage.. For general guidance regarding the fabricatiol . sior ge, delivery, erection and bracing of trusses and truss systems, seeANSYWII AualByCdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely lntonnallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 31: ; Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply JENNESS T14912466 75431 GRA HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2ul8 MI I eK Inoustnes, Inc. I nu Aug z3 13:38:bu zU18 rage z I D:077iyUz8CrU W FwjaFpjPYgylOn5-ToUzfeFV W roB2CQhz8VzU9ZvrOISeJz?ScsBPLykyB3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase='1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-11=-70, 11-13= 70, 21-24=-20, 17-20— 20, 16-27=-20 Concentrated Loads (lb) Vert: 3= 36(F) 8— 22(F) 11=-170(F) 9= 22(F) 23— 532(F) 17=,179(F) 10=-134(F) 15=-67(F) 14= 375(F) 31=-134(F) 32=22(F) 33= 22(F) 34=-22(F) 35=-22(F) 37=-134(F) 38=-134(F) 39=-224(F) 40=-67(F) 41=-179(F) 42 { 179(F) 43=-179(F) 44=-179(F) 45=-179(F) 46=-67(F) 47= 67(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design vaild for use only with MITeIM connectors. This design Is based only upon plarometets 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. tiracing 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, seeANSUIPII Aual9yCrgetil DSB-89 and BCSI Buildhig Component 6904 Parke East Blvd. Safety lnfonnallon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Fdexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0 Ply JENNESS T14912467 75431 GRB ROOF SPECIAL GIRDER 1 1 I Job Reference (optional) unamDers I russ, nc., r-OR rlerce, r-L i o. — a iv�ai i i — w , , cn n w..ao,�.� ,, ,.,. ,,,...,..y .-....,..,.,.., , �.. _ ...y., . ID:077iyUz8CrUW FwjaFpjPYgylOn5-MZjUV?I?Z4ldWgjSC_Zvf?kZb182a7UbMEgMY6ykyB? 2-0-0 4-4-9 9-4-0 12-3-0 15-2-0 19;1-0 23-0-0 28-2-11 32-1-1 36-2-0 40-9-8 4" 0 47-5-0 4" 0 2-0-0 4-4-9 4-11-8 2-11-0 2-11-0 3-11-0 3-11-0 5-2-11 3-10-7 4-0-15 4-7-8 4-7-8 2-0-0 2-0-0 Scale = 1:87.0 6.00 12 5x6 = 5x6 = 4x5 = 6 32 'I 7 8 5x8 MT18HS WB 7x8 4x6 9 5 4 3x4 11 co 3x5 i 10 NAILED Special 3 7x8 = 3x4 I 6x8 = n 11 NAILED 12 NAILED m 2 14 Ic? �1 25 24 23 22 36 37 20 38 39 40 21 19 18 17 16 3x4 11 M= 3x6 = 5x8 = 6x12 = 3x4 11 6x10 = 3x4 II 5x10 i 6x8 = 3x6 = NAILED NAILED 4x5 = NAILED Special FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN I WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 4-4-9 9-4-0 12-3-0 15-2-0 19.1-0 23-0-0 28-2-11 32-1-1 36-2-0 40-9-8 45-5-0 47-5-0 1 4-4-9 4-11-8 2-11-0 2-11-0 3-11-0 3-11-0 5-2-11 3-10-1 4%-15 4-7-8 4-7-8 2-0-0 Plate Offsets (X Y)-- (2:0-2-7 Edgel (4.0-4-0 Edgel (6.0-3-0 0-2-01 f8.0-3-0 0-2-01 (11.0-5-4 Edgel (13.0-6-0 0-2-81 f20:0-2-2 0-1-81 f23:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TCJ 0.93 Vert(LL) -0.55 18 >826 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BCj 0.79 Vert(CT) -1.22 18 >375 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) -0.04 24 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.85 18-19 >535 240 Weight: 279lb FT=20% LUMBER- I BRACING - TOP CHORD 2 4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. 416: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-4-1 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5-24, 5-23, 6-23, 11-19, 9-21, 7-23, 7-21 20-22: 2x4 SP M 30 WEBS 2z4 SP No.3 *Except* 5124: 2x6 SP No.2, 5-23,11-17,13-17: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=-1752/0-8-0, 24=5009/0-8-0, 14=1133/0-8-0 Max Harz 2=417(LC 7) Max Uplift 2=-2307(LC 37), 24=-2965(LC 8), 14=-906(LC 8) Max Grav 2=663(LC 8), 24=5009(LC 1), 14=1622(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2309/5378, 3-5= 2771/5641, 5-6=-643/1646, 6-7 493/1449, 7-8= 281/513, 8-9=-369/499, 9-10— 2764/1465, 10-11=-2714/1333, 1 j-12=-5979/2842, 12-13=-5979/2842, 13-14=-2918/1269 BOT CHORD 2-25=-5015/2227, 24-25=-5015/2227, 23-24= 5216/2777, 21-23=-7591637, 19-21— 412/1090, 18-19= 3335/7084, 17-18=-3328/7084, 16-17=-978/2584, 14-16=-977/2552 WEBS 3-24=-545/603, 5-24=-4889/2634, 5-23=-2185/4611, 6-23=-935/530, 10-19=353/281, 11-19=-4878/2441, 11-17= 1792/1640, 12-17=-358/278, 13-17=-1744/3450, 13-16= 100/360, 9-19= 1073/2186, 9-21=-1449/849, 7-23� 1923/979, 7-21=-741/1637 NOTES- 1) Unbalanced r 2) Wind: ASCE 7-10; of live loads have been considered for this design. Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl�, GCpi=0.18; MWFRS (directional); porch left 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 lbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL L 10.Opsf. Walter P. Finn PE No.22839 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. FL Cart 6634 2=2307, 24=2965, 8) This truss hasllarge 14=906. uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward 6904 Parke East Blvd. Tampa FL 33810 movement at the bearings. Building designer must provide for uplift reactions indicated. Date: 9) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. I August 23,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE114II-7473 rev. 10/03/2015 BEFORE USE Design Valid for use only with MrfekO connectors. This design Is based only upon ameters shown, and Is for an Individual buhiding 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 �nd/or chord members only. Addilional 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, storabe, delivery, erection and bracing of trusses and truss systems, s. ANSLM GuaMYCdreda, DSB-69 and BCS1 Building Component 6904 Parke East Blvd. Sarefvfnroanallonavoilablefiom Truss Plate Institute, 218 N. lee Sheet, Suite 312,. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type O Ply JENNESS T14912467 75431 GRB ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, I no., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 13:38:54 2018 Page 2 I D:077iyUz8CrU W FwjaFpj PYgylOn5-MZj UV?I?Z4Id W gjSC_Zvf?kZb 182a7UbM EgMY6ykyB? NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 370 lb down and 204 lb up at 45-5-0 on top chord, and 257 lb down and 171 lb up, at 45-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads,(plf) 1 Vert: 1-6=-70, 6-8=-70, 8-11= 70, 11-13=-70, 13-15=-70, 26-29= 20 Concentrated loads (Ib) Vert: 13=86(F) 16=80(F) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Alll-7473 rev. 10/032015 BEFORE USE. Design valid for Use only with MITe'� connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Belpre 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 requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrIcallor-L storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII CualRyQUerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nfonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply JENNESS T14912468 75431 GRC Roof Special Girdlelr 1 1 Job Reference (optional) Chambers i russ, inc., ,-2-0-0 ron Fierce, t-L 8-4-10 11-8-2 16-0-8 21-2-8 o.,ou „v,dr „ 4u,o,,,,,, em ni—L—S, ,,— Mu Uy ZJ ,J.Jo.uv vage , ID:077iyUz8CrU W FwjaFpjPYgylOn5-iXW NYiM80cwwdbcQ?X94M3RSH2rkEPIKW WY6CJykyAw 26-2-8 31-0-2 35-9-3 41-4-1 4%5-0 R7-5-049-5.051-5-0, 2-0!0 8-4-10 3-3-8 4-4-6 5-2-0 5-0-0 4-9-10 4-9-1 5-6-14 4-0-15 2-0-0 2-0-0 Scale = 1:94.0 Sx6 = 5x8 = 6.00 12 7 8 3x5 G 3x6 3x4 11 6 9 4x6 3x6 G 10 3x4 11 5 11 r 3x5 i 4 3 3x5 d 12 6x10 MT18HS = 7x8 = 13 Special m 2 15 1 16ro 27 26 34 25 35 36 23 37 21 24 22 20 19 18 17 4x6= 3x4 I I 3x8 = 5x8 MT1 BHS = 4x6 = 3x8 = 3x5 = 4x8 = 4x5 = 4x8 _ 4x10 = 4x6 = 3x4 11 Special 8-4-10 11.8-2 16-0-9 21-2-8 26.2.8 31-0-2 35-93 41-4-1 45-5-0 47-5-Op9-5-0, 8-4-10 3-3-8 4-4-6 5-2-0 5-0-0 4-9-10 4-9-1 r 5-6-14 4% 15 2-0-0 22-- 00 Plate Offsets (X Y)-- 17:0-3-0 0-2-01 18.0-6-0 0-2-8) j10:0-3-0 Edgel 114:0-8-0 0-2-8) (15:0-0-0,0-0-41,118:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.52 20-22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.07 20-22 >552 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WBI 0.78 Horz(CT) 0.22 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.52 20-22 >999 240 Weight: 3181b FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc puffins. BOT CHORD 2x4 SP M 30'Excepr BOT CHORD Rigid ceiling directly applied or3-10-7 oc bracing. 2=25,15-21: 2x4 SP M 31 WEBS 1 Row at midpt 6-24, 7-24, 8-22, 9-22, 12-20, 13-19, 9-20, WEBS 2z4 SP No.3'Except* 14-18: 2x4 SP M 30 REACTIONS. (lb/size) 2=2362/0-8-0, 15=2217/0-8-0 Max Horz 2=-563(LC 30) Max Uplift 2=-1385(LC 8), 15=-1507(LC 8) Max Grav 2=2535(LC 36), 15=2722(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4552/225913-5=-4174/2185, 5-6= 4145/2268, 6-7-3060/1811, 7-8= 2702/1692, 8-9=-3134/1841, 9-11=-4726/2568, 11-12— 4684/2389,12-13= 5993/3022, �3-14=-7920/3922, 14-15=-5092/2473 y BOT CHORD 2-27=-1767/4352, 26-27=-1767/4352, 24-26_ 1268/346 , 22-24=-947/2854, 20-22=-1337/3265, 19-20=-2494/5309, 18-19= 3909/81169, 17-18=-2038/4489, 15-17=-2030/4465 WEBS 3-26=-640/434, 6-24=-1037/638, 7-24=-545/1065, 8-22�-620/1383, 9-22=-1292/773, 11-20=-431/361, 12-20=-1472/852, 12-19= 380/842, 13-19= 2954/1462, 13-18=-2064/1119, 14-18-2043/3963, 6-26=-490/10461, 9-20= 822/1636, 8-24=-398/287 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDt=4.2psf; BCDL=3.Opsf; h=1811; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom) chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit betweenithe bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1385, 15=18,07. 1 8) Hanger(s) or other connection device(s) shall be provided sufficient to Support concentrated load(s) 370 lb down and 229 lb up at 47-5-0 on top chord, and 228 lb down and 157 lb up at 47-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1 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 8-24 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 I ® WARNING - Verily design parameter; and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaild tot use only with MiTek(D conttectots. This design Is based only upon pura'neters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required' for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUMI7 CualByCrBeda, DSB-89 and BCS7 Buildhig Component 6904 Parke East Blvd. safety lntomlaRonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312,1Aexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type I city Ply JENNESS T14912468 75431 GRC Roof Special GirdeIF 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) 1) Dead + Roof L Uniform Loads Vert: Concentrated Vert: (balanced): Lumberincrease=1.25, Platelncrease=1.25 1) 1 :-70, 7-8=-70, 8-13=-70, 13-14=-70, 14-16= 70, 28-31=-20 ds (lb) 36(F) 17=71(F) 8.130 s Mar 112018 MI I eK industries, inc. Thu Aug 23 13:38:59 2018 rage 2 I D:077iyUz8CrU W FwjaFpjPYgylOn5-iXW NYiMSOcwwdbcQ?X94M3RSH2rkEPIKW W Y6CJykyAw ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103MIS BEFORE USE. Design valid for use only with Iv1ITek,V connectors. This design Is based only upon parameters shown, and Is for on Individud building component hot � a truss system. Before use, the building designer must verify the applicability of d�stgn parameters and properly Incorporate this design Into the overall building design. Is always required Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek° fabrlcatlon, storat e, delivery, erection and bracing of trusses and Truss systems, seeAHS&7P11 Quality Cdfeda, DSB-89 and BCSI Bugd/gg Component 6904 Parke East Blvd. Safety thlormatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312,E Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply i T14912470 75431 GRG HALF HIP GIRDERI 1 2 �JENNESS Job Reference (optional) chambers I russ, IOC., 2-0-0 3-9-4 tort tierce, rL 7-0-0 12-5-14 17-10-0 8.130 s ,vier 11 20 t o hr t ek inausrnes, n,a. i nu r ug co w.oe... c rays , ID:077iyUz8CrUWFw4aFpjPYgylOn5-T3?PEST9V3xnagDyTClyglmtl HZ560NVMmUYUsykyAo 23-2-2 28-6-4 33-1%6 3%4-4 41-5-0 2-0-0 3-9-4 3-2-12 5 5-14 5-4-2 5-4-2 5-4-2 5-4-2 5-5-14 2-0-12 Scale =1:70.9 NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED 4x6 = NAILED NAILED 5x8 = 3x4 = NAILED NAILED NAI3x4 = LED 4x6 = 3x4 11 Special 3x4 = NAILED 3xB = NAILED 5x6 = 6.00 i12 i 3 25 26 4 27 28 29 30 5 31 6 7, 32 33 8 9 34 3510 36 37 11 12 m 2 yj 1 21 38 39 2040 11 19 42 18 43 44 17 16 45 15 46 47 4814 13 49 50 4x5 3x4 11 4x5 = 5x MT18HS= NAILED NAILED 3x10 = 3x8 = NAILED 3X6 11 5x6 = NAILED Special NAILED NAILED NAILED NAILED 3x4 = 5x8 MT18HS= NAILED NAILED NAILED NAILED Special NAILED NAILED 3-9-4 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 0.56 Vert(LL) 0.66 17-18 >712 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.81 17-18 >583 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) 0.17 13 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matnx-MS Weight: 430lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins, BOT CHORD 2> 4 SP M 30 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. 11'-13: 2x6 SP No.2, 11-14: 2x4 SP M 30 REACTIONS. (lb/size) 13=3933/0-7-4, 2=3649/0-8-0 Max Horz 2=316(LC 24) Max Uplift 13= 2632(LC 8), 2= 2615(LC 8) Max Grav 13=4065(LC 29), 2=3779(LC 29) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7356/4973, 3-4=-9696/6367, 4-5=-1108617099, 5-7=-10939/6916, 7-8=-10939/6916, t3-10=-8965/5629, 10-11= 5305/3305, 11-13=-3948/2631 BOT CHORD 2-21=-4364/6566, 20-21= 4384/6587, 18-20=-6184/9740, 17-18=-6916/11129, j 5-17=-5445/9002, 14-15=-3185/5298 I WEBS 3-21=-485/687, 3-20=-2172/3853, 4-20=-1785/1180, 4-18=-879/1714, 5-18=-665/495, 7-17= 882/736, 8-17= 1547/2379, 8-15=-2138/1547, 1 Oil 5=-2791/4452, 10-14=-3215/2165, 11-14=-3846/6267 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"&') nails as follows: i Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rowsistaggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. i 2) 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 ( or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 i10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl.,, GCpi=0.18; MWFRS (directional); end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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 zhord 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. 1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 13=2632, 2=2615. i 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 lb down and 387 lb up at Date: 7-0-0, and 241 lb down and 215 lb up at 25-0-12, and 241 lb down and 215 lb up at 25-3-8 on top chord, and 375 lb down and 549 lb down lb 25-3-8 bottom The August 23,2018 lb up at 7-0-0, and 91 lb down and 24 lb up at 25-0-12, and 91 and 24 up at on chord. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek0 conhectots. 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 deign 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, seeANSUIPII QualifyCitlerld, DSO-89 and BCSI BUY&W Component 6904 Parke East Blvd. Safety lnfoanaBonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty Ply JENNESS T14912470 75431 GRG HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Lie (balanced): Lumber Increase=1.25, Plate Increase= Uniform Loads (plf) Vert: 11, 3=-70, 3-11=-70, 11-12=-70, 13-22= 20 Concentrated oads (lb) Vert: 3i-170(F) 6=-134(F) 21=-375(F) 7� 134(F) 17=-67(F) 9= 32=-268(F) 33=-134(F) 34=-134(F) 35=-134(F) 36=-134(F) 37 46=-67{F) 47=-67(F) 48=-67(F) 49=-67(F) 50=-67(F) ti.i3u s Mar 11 wui u mi i eK maustrles, inc. I nu Aug zo 1J:.ju:ut zuiv rage z I D:077iyUz8CrU W FvjaFpjPYgylOn5-T3?PESTOV3xnagDyTClyglmtl HZ560NVMmUYUsykyAo 34(F) 16=-134(F) 25=-134(F) 26=-134(F) 27= 134(F) 28=-134(F) 30=-134(F) 31=-134(1`) 134(F) 38=-67(F) 39= 67(F) 40=-67(F) 41=-67(F) 42=-67(F) 43=-67(F) 44=-67(F) 45=-67(F) ® WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. I �' Design valid for use only with f-AfekO connectors. This design Is based only upon patarneteis shown, and Is for an Indlvldual binding component, not a truss system. Before use, the building designer must verify the applicability of deign 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 reclulredlfor 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&7PI► GUal9yCiderta, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntolmallohavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply JENNESS T14912471 75431 J1 JACK -OPEN 13 1 Job Reference o tional chambers I russ, Inc., I-Ort I'lerCe, rL 0,10u s Mar 1 i zo 1 o Wn r eK muubureb, mc. r uu nuy ca w.axUo c� r o —ye , ID:077iyUz8CrUW FwjaFpjPYgylOn5-xGZnRnTnGN3eCzo81 wgCDyJ5Sg3SrfDfaQD50lykyAn -2-0-0 1-0-0 12-0-0 1-0-0 C Offsets LOADING (psf) ! SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 15.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 'I Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Mat LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 I REACTIONS. (Iti/size) 3=-45/Mechanical, 2=340/0-8-0, 4=-62/Mechar Max Horz 2=130(LC 12) Max Uplift 3— 45(LC 1), 2=-434(LC 12), 4=-63(LC 17) Max Grav 3=90(LC 12), 2=351(LC 17), 4=115(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less excep NOTES- 1) Wind: ASCE 7,10; Vult=170mph (3-second gust) Vasd=132mph; TCDi 11; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D( 2) This truss has been designed for a 10.0 psf bottom chord live load nor, 3) ` This truss halt been designed for a live load of 20.Opsf on the bottom) will fit between Ithe bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechainical connection (by others) of truss to bearing plate cal 2=434. i I when shown. DEFL. in (loc) Well Ud Vert(LL) 0.00 7 >999 360 Vert(CT) 0.00 7 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) -0.00 7 >999 240 BRACING- Scale =1:9.5 m 6 6 m 6 6 PLATES GRIP MT20 2441190 Weight: 7 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. !one; porch left and right exposed;C-C for members and )L=1.60 ;oncurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 . i ® WARNING - Ver7ly design parameters and READ NOTES ON THIS AND INCLUDED MrlEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MlTekD connectors. This design is based only upon riara peters 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 . NTTek* Is always required1lor 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/Iplr QualifyCdleda, DS8-89 and SCSI BulTdlgg Component 6904 Parke East Blvd. Tampa, FL 33610 Safefyln/orma8onavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, PJexandda, VA 22314. I Job Truss Truss Type Oty Ply JENNESS • T14912472 75431 J1A JACK -OPEN 1 1 Job Reference (optional) Chambers I russ, I ic., Fort Pierce, FL 8.13U s mar 11 2U18 MI I eK InausirleS, Inc. I nil Aug 23 13:3U:U9 ZU1 is rage 1 I D:077iyUz8CrU W FwjaFpj PYgylOn5-PS79f7U01 hBVg7M Lad LRmAsL?4SMa6Top4zeZkykyAm 1-0-0 1-0-0 Scale = 1:7.0 6.00 12 2 1 I LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER- I TOP CHORD 21<4 SP No.3 BOT CHORD 2A SP No.3 REACTIONS. FORCES. (lb) o 1 6 0 m I 0 I 3 3x4 = CSI. DEFL. in (loc) I/defl Ud TC 0.02 Vert(LL) -0.00 6 >999 360 BC 0.03 Vert(CT) -0.00 6 >999 240 WB 0.00 Horz(CT) -0.00 2 n/a n/a Matnx-MP Wind(LL) 0.00 6 >999 240 ze) 1=44/0-8-0, 2=26/Mechanical, 3=19/Mechanical Harz 1=31(LC 12) Uplift 1=-15(LC 12), 2=-23(LC 12), 3=-10(LC 12) Grav 1=46(LC 17), 2=31(LC 17), 3=21(LC 17) K. 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; TCD II; Exp C; Encl.GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 nor 3) ' This truss has been designed for a live load of 20.Opsf on the bottom will fit between jthe bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechahical connection (by others) of truss to bearing plate cal BRACING - PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. sf; BCDL=3.Opsf; h=18ft; 13=70ft; L=49ft; eave=6ft; Cat. -C for members and forces & MW FRS for reactions Tent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 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: August 23,2018 ® WARNING - Ven�y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03f2015 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 miss system. Before use, the building designer must verify the applicability of de; gn 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 Is always requiredifor 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 tmsses and truss systems, seeANSIPP11 CaalByCrBerla, DSB-89 and BCSF BuIld01g Component Safety Infomraaohavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 I Job Truss Truss Type Oty Ply JENNESS T14912473 75431 J2 Jack -Open 4 1 Job Reference (optional) Chambers Truss, the., Fort Pierce, FL 8.130 s Mar 11 2018 Mi-I ek industries, mc. Thu Aug 23 13:39:11 2018 Page 1 ID:077iyUz8CrUW FwjaFpjPYgylOn5-MgFv4pWgZIRD3RWji2Nvrbxchu5p2Oz5HOSlddykyAk -2-0-0 i 2-0-0 _ 2-0-0 2-0-0 Scale: 1 "=V 3 I 6.00 F12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.00 7 >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 FBC2017frP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=21/Mechanical, 2=309/0-8-0, 4=-7/Mecl Max Horz 2=162(LC 12) Max Uplift 3= 19(LC 9), 2=-331(LC 12), 4=-7(LC 1) lax Grav 3=31(LC 17), 2=319(LC 14 4=46(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less e NOTES- 1) Wind: ASCE 7 10;Vult=170mph (3-second gust) Vasd=132mph; TCC 11; Exp C; Encl ., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 not 3) ' This truss has been designed for a live load of 20.Opsf on the bottorr 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 ca 2=331. 1 when shown. M m 6 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. for members and forces & MW FRS for reactions ;oncurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke EastBlvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Vegfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valld tot use only with MiTekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltional 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 fabricallon, stora¢e, delivery, erection and bracing of trusses and truss systems, seeANSUM11 CualOyCdteda DSB-89 and SCSI BuffdGtgr Component 6904 Parke East Blvd. Safety InfomtaUdnavaltabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type 0ty, Ply JENNESS T14912474 75431 J3 JACK -OPEN 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 13:39:13 2018 Page 1 I D:077iyUz8CrU W FwjaFpj PYgylOn5-I DNgU VXw5vhwllg6pTPNw00yBhmiWwTOkhxsiVykyAi 2-0-0 13-0-0 I i I I 6.00 12 I 2 I 3x4 = 3-0-0 Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 Csl. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 214 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=64/Mechanical, 2=328/0-8-0, 4=17/Mechanical Max Horz 2=192(LC 12) Max Uplift 3=-59(1_C 9), 2= 375(LC 12), 4=-48(LC 9) Max Grav 3=71(LC 17), 2=328(LC 1), 4=44(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; TCD111=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 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) Provide mechanical connection (by others) of truss to bearing plate ca able of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=375. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Auqust 23,2018 i ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE AN-7473 rev. 10MI2015 BEFORE USE. Design valid for use only with MiTekV connectors. This design Is based only upon pjaraneters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 GualllyCriteria, DSO-89 and BCSI Building Component Safety/rdonnabc invallable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job i Truss Truss Type Oty Ply JENNESS • T74912475 75431 J5 JACK -OPEN 6 1 Job Reference (optional) Chambers truss, Inc., Fort Tierce, FL LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD SOT CHORD REACTIONS. 1 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 miou s rviar 11 ZU I V Iva i eK IrMUSUIes, Ir1U. I IIU HUY eO 1 O:O`J: IO eU 1 O rel3e I ID:077iyUz8CrUWFwjaFpjPYgylOn5-IDNgUVXw5vhwllg6pTPNw00yMhbKWwTOkhxsiVykyAi 5-0-0 5-0-0 6.00 12 B 2 4x4 CSI DEFL. in (loc) I/dell Ud TC 0.38 Vert(LL) 0.13 4-7 >461 240 BC 0.92 Vert(CT) -0.05 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a SIDM30 SP No.3 ;ize) 3=139/Mechanical, 2=397/0-8-0, 4=53/Mect Harz 2=255(LC 12) Uplift 3=-140(LC 12), 2=-420(LC 12), 4— 92(LC 9) Grav 3=155(LC 17), 2=397(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excel NOTES- 1) Wind: ASCE 7110- Vult=170mph (3-second gust) Vasd=132mph; TCD 11; Exp C; Encl.I GCpi=0.18; MWFRS (directional) and C-C Exterior(2) and right exposed;C-C for members and forces & MW FRS for reactior 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) " This truss has been designed for a live load of 20.Opsf on the bottom will fit between Ithe 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 ca, 3=140, 2=420. when shown. 3 4 Scale = 1:19.5 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. =4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. ! 0-13 to 2-10-8, Interior(1) 2-10-8 to 4-11-4 zone; porch left shown; Lumber DOL=1.60 plate grip DOL=1.60 Dncurrent with any other live loads. hard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - Verily I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/032015 BEFORE USE Design valld for us e only with MITe'8 connectors. This design Is based only upoh patometers shown, and Is for an individual building compohent, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always requiredjfor 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&TPII Qualify Ciffadd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlomlagainvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply 1 I T14912476 75431 J7 JACK -OPEN i 22 1 �JENNESS Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MI I eK Industries, Inc. Thu Aug 23 13:39:l6 201 o rage r 2-0-0 ' 1 7-0-0 Scale: 1/2°=l' 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 0.68 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC, 0.48 Vert(CT) -0.20 4-7 >422 240 BCLL 0.0 ' Rep Stress Incr YES WBI 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.20 4-7 >421 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2L SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2> 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=204/Mechanical, 2=478/0-8-0, 4=87/Mechanical Max Horz 2=318(LC 12) Max Uplift 3— 186(LC 12), 2— 328(LC 12), 4=-4(LC 9) Max Grav 3=247(LC 17), 2=497(LC 17), 4=131(LC 3) FORCES. (lb) -Max. CompJMax. 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=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) t2-0-13 to 2-10-8, Interior(1) 2-10-8 to 6-11-4 zone;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 norjconcurrent with any other live loads. 3) ' This truss had been designed for a live load of 20.Opsf on the bottom) chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 3=186, 2=328. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Hit-7473 rev. 10/03/2015 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, hot �' a truss system. Befpre use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for siablllfy 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 QualityCdteda, DSB-89 and SCSI Bullding Component Alexandrla, 6904 Parke East Blvd. Tampa, FL 33610 Safety lntoanaBoigvallable from Truss Plate Institute, 216 N. Lee Street, Suite 312, VA 22314. Job Truss Truss Type Oty Ply JENNESS T14912477 75431 J7C Jack -Open 6 1 Job Reference o tional unamoers I russ, ipc., Fon Fierce, r-L U W Fwj"Fpj PYgylon5-7NkxlYchglR40g7GAkW n9HGzg6nOwa3G6dOAv9ykyAc zn-n 4-2-0 2-10-0 m T c'') Scale: 1/2°=l' 1 4-2-0 7-0-0 i 4-2-0 2-10-0 Plate Offsets (X Y)-- f2'0-0-4 Edgej LOADING (psf) SPACING- 2-0-0 CSI J DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.04 8-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.25 Horz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.05 8 >999 240 Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD 21�4 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 6-1-11 oc bracing. 3-b: 2x4 SP M 30 WEBS 2>' SP No.3 REACTIONS. op/size) 4=92/Mechanical, 2=478/0-8-0, 5=199/Mechanical Max Harz 2=318(LC 12) I ax Uplift 4=-93(LC 12), 2=-328(LC 12), 5=-97(LC 12) Iax Grav 4=110(LC 17), 2=497(LC 17), 5=231(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-328/145 BOT CHORD 2-8=-400/328, 6-7=-781/641 WEBS 3-6=-688/838 NOTES- 1) Wind: ASCE 7110; Vult=170mph (3-second gust) Vasd=132mph; TCD=4.2psf; BCDL=3.Opsf; h=1811; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl 1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) lr2-0-13 to 2-10-8, Interior(1) 2-10-8 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has peen designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=328. 1 i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verfrydeslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vaild for uL_ only with M!TekO connectors. This design Is based only upon parameters shown, and is for on Individual building component, not the design and Incorporate this design Into the overall �n a truss system. Before building design. use, the building designer must verify applicability of parameters properly 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 tnjur� and property damage. For general guidance regarding the fabrlcatlort storage, delivery, erection and bracing of trusses and truss systems, seeANsy mil AualCyCrCeda, DSa-89 and BCSI au/IdGrg Component 6904 Parke East Blvd. Safety►nformaHcnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply JENNESS T14912478 75431 J7P JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Ilnc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 13:39:22 2018 Page 1 I D:077iyUz8CrU W FwjaFpjPYgylOn5-XyP3NaeZzggft7srrs4UnvuTKKmG7x0iobcq W UykyAZ i 4-6-12 Scale: 1/2°=1' LOADING (psf) SPACING- 2-0.0 CSII DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.31 6-9 >271 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.14 6-9 >602 240 BCLL 0.0 ' Rep Stress Incr YES WEI 0.21 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 ! Code FBC20171TP12014 Matrix -MP Weight:31 lb FT=20% LUMBER- I I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2z4 SP N0.3 WEDGE Left: 2x4 SP No.31 REACTIONS. (lb/size) 4=47/Mechanical, 2=478/0-8-0, 5=244/Mech ,ical Max Horz 2=318(LC 12) Max Uplift 4=-44(LC 12), 2=-485(LC 12), 6= 303(LC 12) Max Grav 4=72(LC 17), 2=478(LC 1), 5=244(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/191 BOT CHORD 2-6=-498/241 WEBS 3-6= 341/705 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 7-8-13 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft L=49ft eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-10-8, Interior(1) 2-10-8 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 with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Ichord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=485, 5=303. i i I i I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Al11.7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek1V 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 Bet building design. Biacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required�Yor stability and to prevent collapse with possible personal Injury, and property damage. For general guidance regarding the fabricailom storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 QualityCdfedd, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnaBoiavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Wexandda, VA 22314. Tampa, FL 33610 I Job I Truss Truss Type city Ply JENNESS T14912479 75431 JA Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL sx4 = 1-10-7 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 23 13:39:22 2018 Page 1 I D:077iyUz8CrU W FwjaFpj PYgylOn5-XyP3NaeZzggft7srrs4UnvuYLKtw7_hiobcgW Uyky Scale = 1:9.6 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 0.11 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WBI 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.00 6 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-7 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=84/0-6-7, 2=55/Mechanical, 3=29/Mechanical Max Horz 1=58(LC 12) Max Uplift 1=-27(LC 12), 2=-52(LC 12), 3=-11(LC 12) Max Grav 1=87(LC 17), 2=66(LC 17), 3=36(LC 3) I FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7110; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=70ft L=49ft; eave=6ft Cat. II; Exp C; Encl.l, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces, & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) This truss has been designed for a 10.0 psf bottom chord live load no9concurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottoml chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 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)1, 2, 3. I i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED A!(TEK REFERANCE PAGE Afll-7473 rev. 10/032075 BEFORE USE, Design vaild for use only with MiTeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Befbre 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 requiredifor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSWII QualltyCrOello, DSO-89 and BCSIOulfdhig Component 6904 Parke East Blvd. Sa/e/y/ntonnatloi VC111able from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply JENNESS T14912480 75431 KJ7 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -2-9-15 2-9-15 8.130 s Mar 112018 MITek Industries, Inc. I hU Aug 23 13:39:24 2018 Pagel I D:077iyUz8CrU W FwjaFpj PYgylOn5-TLXgoGggV14N7RODzH6ysKzph7VRbgy?Gv5xbNykyA) 3-11-9 Scale: 1/2'=1' LOADING (psf) SPACING- 2-0-0 CSIj DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 7-10 >838 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WBI 0.27 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/-FP[2014 Matrix -MS Weight: 43lb FT=20% LUMBER- I BRACING - TOP CHORD 2L SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2z4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-6-10 oc bracing. WEBS 2z4 SP No.3 REACTIONS. (lb/size) 4=132/Mechanical, 2=515/0-10-15, 5=337/Mechanical Max Horz 2=315(LC 8) Max Uplift 4=-121(LC 8), 2=-836(LC 8), 5= 497(LC 8) Max Grav 4=135(LC 17), 2=742(LC 28), 5=337(LC 1) j FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-739/720 BOT CHORD 2-7= 789/560, 6-7=-789/560 WEBS 3-7=-339/239, 3-6=-646/912 j NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD =4.2pst; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft Cat. II; Exp C; Encl.1, GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe 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=121, 2=836,'5=497. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nail i per NDS guidlines. 7) 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 Loadsl(plf) Vert: 1-4=-705-8= 20 Concentrated Loads (ib) Vert: 1'=120(F=60, B=60) 13=-81(F= 40, B=-40) 14=102(F=51, B=51) 15=5(F=3, B=3) 16=-48(F=-24, B= 24) Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: Auqust 23,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/207S BEFORE USE. Design valid for use only with MrfakV connectors. This design Is based only upon parameters shown, and Is for an individual building component hot 1' a truss system. Befpre use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QuamyCrBedia, DSB-69 and SCSI Bu©ding Component 6904 Parke East Blvd. Safety rntonnaf ahavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Ply T14912481 Job 75431 Chambers Truss, 0 KJA Diagonal Hip Girde 2 1 Job Reference (optional) Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 23 13:39:25 2018 Page 1 ID:077iyUz8CrUW FwjaFpjPYgylOn5-xX5CObgSGbCDkbbPW_dBPYW_RXshKLR9VZrV7pykyAW -0_0_19 2-9-3 1 4.24 F12 2 3x5 = NAILED NAILED 8 9 NAILED NAILED 2-9-3 LOADING (psf) SPACING- 2-0-0 Csll DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.04 4-7 >912 240 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017,rrP12014 Mat, ix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=-31/Mechanical, 2=337/0-10-15, 4=-72/Mec anical Max Harz 2=158(LC 8) Max Uplift 3= 105(LC 17), 2=-506(LC 8), 4=-130(LC 17) Max Gram 3=175(LC 24), 2=483(LC 28), 4=214(LC 24) FORCES. (lb) - (Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 4 PLATES GRIP MT20 2441190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 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=4.2p3f; BCDL=3.0psf; h=18ft; B=70ft;1--49ft; eave=6ft; Cat. II; Exp C; Encll,, G6pi=0.18; MWFRS (directional); Lumber DOL=1.60lplate grip DOL=1.60 2) Truss designed for wend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End De ails as applicable, or consult qualified building designer as per ANS VTPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss haslbeen designed for a 10.0 psf bottom chord live load no.'concurrent 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 girde�j(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=105, 2=506 1 4=130. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) In the LOAD CIASES) section, loads applied to the face of the truss afire noted as front (F) or back (B). LOAD CASE(S) (Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate IncreaseJ11.25 Uniform Loads (plf) Vert: '-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: E=113(F=57, B=57) 9=98(F=49, 8=49) I Walter P. Finn PE No.12839 6M'Tek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Vegfy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE e Design vaild for Use only with MtfekO connectors. This design is based only upon parameteis shown, and is for ah individual binding component, not �n a truss system. Before use, The building designer must verify The applicability of design parameters and properly Incorporate this design into the overall Indicated Is to buckling Individual truss we{end/or chord members only. Additional Temporary and permanent bracing MiTek" building design. &acing prevent of Is always required for stability and to prevent collapse with possible personal InJufy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSU1P1I QualByCdfeda, DSB�9 and SCSI BugdGtg Component 6904 Parke East Blvd. Sa/etylnfonnalloefavailabl. from Truss Plate Institute, 218 N. Lee Street Suite 312j Alexand ia, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 75431 KJE DIAGONAL HIP GIRDER 2 �JENNESS 1 T14912482 Job Reference (optional) Chambers Truss, I Inc., Fort Pierce, FL LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TCi 0.44 TCDL 15.0 Lumber DOL 1.25 BC, 0.40 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0. Code FBC2017/fP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SIP M 30 REACTIONS. (lb/size) 3=50/Mechanical, 2=316/0-10-15, 4=-16/Mechanical Max Horz 2=189(LC 24) Max Uplift 3=-84(LC 5), 2= 576(LC 8), 4=-99(LC 13) Max Grav 3=127(LC 28), 2=531(LC 28), 4=92(LC 24) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 8.130 s Mar 11 2018 MI I ek industries, Inc. Thu Aug 23 13:39:220i8 rage i ID:077iyUz8CrUW FwjaFpjPYgylOn5-uvDyQHiioDSx_uloePffUzbKxLVkoFwSytKbBiykyAU 4-2-3 Scale = 1:14.3 4-2-3 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.10 4-7 >494 240 MT20 244/190 Vert(CT) 0.06 4-7 >873 240 Horz(CT) 0.00 2 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 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=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=576. i 1 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) 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 Increases 1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-5=-20 Concentrated, Loads (lb) Vert:18=120(F=60, B=60) 9=102(F=51, B=51) I Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valld forluse only with Mllek9 connectors. This design Is based only upon parameters shown, and Is for a7 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 wets 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 fabricatlom storage, delivery, erection and bracing of trusses and truss systems,IseeANSW11 Quality Cdteda, DSB$9 and BCSI BUliding Component 6904 Parke East Blvd. Safety InfolmaUonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply JENNESS T14912483 75431 PBA Piggyback 5 1 Job Reference (optional) Chambers Truss, IInc., Fort Pierce, FL 8.130 s Mar 112018 Mi i eK industries, Inc. Thu Aug 23 13:39:29 2018 rage 1 ID:077iyUz8CrUW FwjaFpjPYgylOn5-glKjrzkyKgifDCuBigi7ZOhhZBFwG9ZkPBpiGaykyAS 3-10.8 7-9-0 3-10-8 3-10-8 i Scale = 1:14.7 4x4 = IW 0 4x4 = ! 2x3 11 4x4 = 1 7-9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 16.0! Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. I All bearings 7-9-0. (lb) - Max Horz 1=-86(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6 except 1 138(LC 17), 5= 107(LC 18), 2=-236(LC 12), 4=-236(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 61except 2=356(LC 17), 4=338(LC 18) 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: ASCEI7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18fh B=70ft; L=49fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 betwean the bottom chord and any other members. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 1=138, 5=107, 2=236, 4=236. I 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. I Walter P. Finn PE No.22839 Wrok USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 A WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek& connectors. This design is based only Upon patatnetets shown, and Is for an individual building component, riot a truss system. Before use, the building designer must verify the appllcablllty 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; seeANSUIPII Cual9yC/Berfa, DSB-89 and SCSI Buading Component 6904 Parke East Blvd. Safety Infomrationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply i e T14912484 75431 PBB Piggyback 1 1 1 �JENNE66 Job Reference(optional) GhamDers I russ, Inc., r-ort rrerce, r-L LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0. LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 3-4-8 3x4 = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC; 0.26 Lumber DOL 1.25 BC, 0.15 Rep Stress Incr YES WB 0.07 Code FBC2017/TPI2014 Matrix-S 2x3 II 8 7-9-0 I D:077iyUz8CrUW FwjaFpjPYgylOn5-IUu53Jkb58gW rMTNJYDM6bDt_YbN?bduerYFoOykyAR 3-4-8 3x6 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY 3x4 = PURLINS AT 2-0-0 OC. MAX. TYPICAL. DEFL. in (loc) I/dell Ud Vert(LL) n/a n/a 999 Vert(CT) nJa n/a 999 Horz(CT) 0.00 7 n/a n/a Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - 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. REACTIONS. All bearings 7-9-0. (lb) - Max Horz 1= 75(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 8 except 2=-171(LC 12), 6=-171(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 8 except 2=313(LC 17), 6=296(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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) Gable requires continuous bottom chord bearing. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 8 except (jt=lb) 2=171,16=171. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. j IT 0 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 23,2018 ® WARNING - Vertty design parameters and READ NOTES ON THIS AND INCLUDED�MITEK REFERANCE PAGE M11-7473 rev. 10103=5 BEFORE USE Design valid for;use only with MiTekV connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building 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 stabllity and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the labricallon. storage, delivery, erection and bracing of trusses and truss systems.'seeANSOP11 GUa1lfyCrseda, DSB 89 and BCS/ BuHdUtg Component 6904 Parke East Blvd. Safety fnformaRonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply JENNESS T14912485 75431 PBC Piggyback � 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t3A3u s Mar i i 2Oi8 1v11 1 UK muubuleb, u1G. 1 nu nuy co ro.oa.oc LV I o rayc ID:077iyUz8CrUWFwjaFpjPYgylOn5-EtOrU?mrcl4E4fdmRyFgBOJ7GM9cTWAB691 MtvykyAP 2-0-0 5-9-0 7.9-0 2-0-0 3-9-0 2.0-0 6.00 12 3x6 = 3x6 = 3x4 = 3x4 = LOADING (psf) I I SPACING- 2-0-0 TCLL 20.01 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017fTP12014 7-9-0 CSI. DEFL. in (loc) Well Ud TC' 0.66 Vert(LL) n/a n/a 999 BC. 0.61 Vert(CT) n/a nla 999 WB 0.00 Horz(CT) 0.02 6 n/a n/a Matrix-R LUMBER- I I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=-13/7-9-0, 6=291/7-9-0, 2=363/7-9-0 Max Horz 1=-41(LC 10) Max Uplift 1= 59(LC 10), 6=-158(LC 12), 2=-168(LC 12) Max Grav 1=23(LC 11), 6=291(LC 1), 2=388(LC 17) FORCES. (lb) I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-580/816, 3-4=-537/794, 4-5=-563/797 BOT CHORD 2-5=-689/537 Scale=1:14.B PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 6-7-5 or bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE �-10; Vult=170mph (3-second gust) Vasd=132mph; TCbL=4.2psf; BCDL=3.Opsf; h=18ft B=70ft; L=49ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;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) Gable requires continuous bottom chord bearing. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except at=lb) 6=158, 2=168. 1 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. I m 0 6 I 0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ' Design valld for, use only with tvliTekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web? and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems! seeANSUIP►► QualityCrBedo, DSB-89 and SCSI Building Component Safety lntonna11onavailable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I Qty Ply JENNESS T14912486 75431 SGAT ROOF TRUSS 1 1 1 I Job Reference o tional unamoers I russ, mc., rorr r-mice, rL I . .. I—... �.. � ,.,, , � ,.. — . v ,...y � " . . _�_ . ID:077iyUz8CrUWFwjaFpjPYgylOn5-BGScugn58MKyKzn8YNHIGRORk9gwxDxTZTWTxoykyAN s-10-e 10-0-10 13-2-11 -22--a0.00 -1-12 1311 1104-119.4-112 --191--182 43-9-4 45-904 4-506 4---12-12 20D ia61 112 7-7-11-8 372 51-5-0 2-a0 0-8-13 0-1-2 � Scale = 1:91.9 � Sx6 = 6.00 12 3x5 = Sx6 = 1 9 391040 11 01 0 4x5 -5,Sx10 i 38 8 7 6 5 4 3 37 3x5 41 4x6 1213 rn 5x8 MT18HS = o Sx6 = 14 - 42 2 16 3029 28 27 26 44 25 24 45 23 46 22 21 4720 19 18 3x6 = 3x6 = 4x6 = 4x5 = Sx10 = 4x8 = 3x8 = 4x5 = 4x5 = 4x5 = 4x4 I I 4x4 I I I 10-4-8 10-1.12 i 2.1.12 4.1.12 i6-1-12 6-1-12 10-0-10 19-6-12 27.10.4 35.9-12 i 43-9-4 _ 45-9-0 49-SO i 2�-12' 2-0-0 2-" 2-0-0 1-10-14 9-2-4 8-3-8 7-11.8 7-11-8 2-a0 3-AV 0-1-2 Plate Offsets (X Y)-- [7:0-1-12 0-3-0] [9:0-3-0 0-2-0] [11:0-3-8 0-2-4] [12:0-3-0 Edge] [15:0-6-0 0-2-81, [26:0-2-12,0-3-01 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 0.72 Vert(LL) -0.18 22-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.45 19-20 >999 240 MT1 SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.08 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.27 19-20 >999 240 Weight: 319 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. WEBS 2z4 SP No.3 'Except' WEBS 1 Row at midpt 8-26, 8-24, 13-22, 14-20, 10-24 7-26: 2x6 SP No.2 REACTIONS. All bearings 10-8-0 except Qt=length) 16=0-8-0. (lb) - Max Harz 2=-524(LC 10) Max Uplift All uplift 100 lb or less at joints) 30 except 2=-384(LC 23), 26=-1233(LC 12), 29= 166(LC 12), 28=-108(LC 12), 27=-170(LC 12), 16— 1064(LC 12), 2=-234(LC 1) Max Grav All reactions 250 lb or less at joint(s) 2, 30, 29, 27 except 26=2750(LC 18), 26=2609(LC 1), 28=257(LC 18), 16=1896(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-813/1296, 3-4=-758/1287, 4-5=-677/1261, 5-6= 61,0/1242, 6-7=-522/1227, 7-8= 480/1221, 8-9= 1113/961, 9-10=-893/979, 10-11— 1591/1355, 11-13=-1860/1352, 13-14=-3061/1881, 14-15=-4329/2652, 15-16=-3355/2047 BOT CHORD 2-30=-1299/957, 29-30=-1299/957, 28-29=-1299/957, 27-28= 1299/957, 26-27=-1299/957, 24-26= 433/354, 22-24=-376/1314, 20-22=1324/2581,119-20=-2477/4382, 18-19= 1644/2913, 16-18= 1642/2912 WEBS 8-26=-2465/1612, 8-24_ 678/1493, 11-22=-223/381, 13=22=-1480/983, 13-20= 230/672, 14-20=-1850/1185, 14-1 9=-1 296/880, 15-1 9=-1 166/1948, 10-24=-1048/677, 10-22= 405/804 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7h0; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=70ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl 1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 2-0-13 to 2-10-8, Interior(1) 2-10-8 to 19-6-12, Exterior(2) 19-6-12 to 32-9-9, Interior(1) 32-9-9 to 43-9-4, Exterior(2) 45-9-4 to 5018-9 zone;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) All plates are 11(1T20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. Wafter P. Finn PE No,22839 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 6834 7) ' 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 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Date: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30 except Qt=lb) August 23,2018 2=384, 26=1233, 29=166, 28=108, 27=170, 16=1064, 2=384. A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 10/032015 BEFORE USE. Design vaild forjuse only with MlTel,3 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 we* 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,lseeANSUIPII QualityCAfeda, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infoanallonavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply JENNESS T74912487 75431 V4 Valley 1 1 Job Reference (optional) Unamners i russ,i mc., Ton Tierce, r-L 3X4 i ID:077iyUz8CrUWFwjaFpjPYgyIOn5-7ZZMJ Lg_bgZHxxgoKmMsTwJzedPK9mlm?aOgykyAL 3x6 = 3x4 Scale = 1:7.7 LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0I Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 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/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. '(Ib/size) 1=124/4-0-0, 3=124/4-0-0 !Max Horz 1=33(LC 11) Max Uplift 1= 67(1_C 12), 3= 67(LC 12) FORCES. (lb) .- Max. Comp./Max. Ten. -All forces 250 (Ib) or less excei pt 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.Opsf; h=18ft; B=7011; L=4911; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 23,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M!I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekD connectors. This design Is based only upon parameters shown, and is for on, individual building component riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgri. 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, seeAMSYIpll OuaflfyCrBetbu, DSO-89 and BCSI Bu➢drug Component 6904 Parke East Blvd. Safety lnformoflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA22314. Tampa, FL 33610 Symbols � Numbering System � A General Safety Nees PLATE LOCATION AND ORIENTATION 14- 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1ha" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MtTek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: --ANSI/TPI-1-- National -Design Specification -for Metal_ - Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 8 7 6 5 JOINTSARE GENERALLYNUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved X MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words —and pictures) -before use. -Reviewing -pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.