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HomeMy WebLinkAboutTRUSS PAPERWORK4 la Lumber design values are in accordance with ANSI/fPl 1 section 6.3 These truss designs rely on lumber values established by others. INTMO SCANNED MiTek® St. Luca �'.Dlli`I$I, RE: 75948 - 7704 CITRUS PARK MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GHAZANFAR SAEED Project Name: 7704 CITRUS PARK Modelampa, FL33610-4115 Lot/Block: Subdivision: Address: 7704 CITRUS PARK City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet_ conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. ®� No. Seal# Truss Name Date No. Seal# Truss Name Date �11-e 1 T16867839 A 4/24/19 118 IT168678561GRE3 4/24/19 12 I T168678401 AI 14/24/19 119 1 T168678571 GRE 14/24/19 1 13 1 T16867841 I A2 14/24/19 120 1 T1 6867858 I GRG 14/24/19 1 14 1 T16867842 1 A3 14/24/19 121 T168678591 A 14/24/19 1 15 1 T1 6867843 1 A4 14/24/19 122 I T168678601 J3 1 4/24/19 1 1I 8678441A5 T116@68678451 2 3 11 24/67 1 A6 4419 12 J5 14/24/1199 1 18 1T168678461ATA 14/24/19 125 JT168678631JE 14/24/19 1 19 1 T1 6867847 1 ATB 14I24/19 126 1 T1 6867864 1 KJ7 14/24/19 1 110 1T1686784818 14/24/19 127 T168678651MV2 14/24/19 1 11 'LT76867849I B1 14/24/19 128 1T168678661 MV4 4/24/19 112 1 T1 6867850 1 B2 14/24/19 129 1 T168678671 MV6 14/24/19 1 113 1 T16867851 I B3 14/24/19 130 1 T16867868 1 V4 14/24/19 1 114 1 T1 6867852 1 B4 4124/19 31 T1 6867869 1 V8 14/24/19 1 115 IT16867853IB5 4/24/19 32 1T168678701V12 14/24/19 1 116 T168678541 G 14/24/19 1 117 1 T1 6867855 1 GRA 14/24/19 The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MITek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek hasnotindependently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ®V � 0Y' V G 1*G� EGG 51' � Inc. FL cent 6634 Fast Blvd. Tampa FL 33610 Velez, Joaquin loft Job Truss Thus Type y Oty Ply 7704 CITRUS PARK T16867839 75948 A HALF HIP 1 1 Job Reference a lional Onamoers I Alas, me., Yon Vieres, FL b24V As Uec b zulb MI IeK Inaus[ne5, inc. "so NprZ4 UI:00;01 4V Iv rage i i> 5.00 12 Scale=1:58.2 4x6 = 3.4 = 3x6 = 2x3 II 3x4 = 4x5 = 4 22 5 23 6 7 B 24 25 9 3xB = 3x4 = 3x6 = 3x4 = ads = 3x6 = 4x5 = 3x6 II 3x10 II 1d ^ LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) -0.23 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.4014-16 >986 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.07 10 n/a n/a _ BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.31 14-16 >999 240 Weight: 182 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins, BOT CHORD 2x4 SP M 30 - except end verticals. WEBS 2x4 SP.No.3 BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 1 Row at midpt 9-11 REACTIONS. (lb/size) 10=1215/0-3-8, 17=1317/0-8-0 Max Horz 17=224(LC 12) Maio Uplift 10=-657(LC 12), 17=-736(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1687/1031, 2-3=-2082/1428, 3-4= 2022/1362, 4-5=-2401/1667, 5-7=-2241/1517, 7-8=2241/1517, 8-9— 1475/995, 9-10=-1159/850 BOT CHORD 1-17=-1175/1806, 16-17=-1451/1806, 14-16=-1339/1854, 13-14=-1667/2401, 11-13=-995/1475 WEBS 4-14=-445/662, 5-14=232/260,7-13=-312/303, 8-13=-637/935, 8-11— 8897728, 9-11=-1196/1775,2-17=-1062/1051 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-5-4, Interior(1) 3-5-4 to 10-0-0, Exterior(2) 10-0-0 to 14-10-5, Interior(1) 14-10-5 to 34-2-9 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 Ito uplift at joint(s) except (jt=lb) 10=657; 17=736. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNMG-Vedry design Parameters and NEAO NOTE50N Was AND MCLUOEOMUEKREFEHANCE PAGE M&7M.e 1M134015 BEFORE USE *�- Deslgnvplld for useontyw" MBOld9 connectors.fih tlesign is bosad o"upon aerometers snowsv antl is for an lrWNltluW bulitling component,not a muss system. Before use. ma bulltling tlesigner mustvellty Me p'Pri bllky of design parameters antl properly ""'n orp'a M1e daslgn Into Me overall builtling tledgn. Brooing lntlicptad is foprevanl bucldingoflndNidu., buss web antl/or cnord members oNy. Adtlltlpnal temporary antl permanent brOGng a•�Ya MiTek' b alw0ys requlretltontablllty antl fo prevent collapse with pos4ble personal injury antl property tlamoge. For generol gultloneeragprtling me fobricamon, storage, tlelivery, erection and brocing of trusses antl buss systems, seeAN$UIPII aft."CMrdp, DS$41g mId 6L$I 6WtlbB Cpmppnml 6904 Parke Eesl Blvd. Spbry Infapnplbrlw.I.Ue from Truss Plate InstlNfe, 218 N. Lee Sheet Suite 312. Alexpntlrto, VA 2231,. Tempe, FL 33610 Job Truss Thus Type 1 Ory Ply 7704 CITRUS PARK x ' T16867840 75948 Al HIP 1 1 Jab Reference (optional) g.cw s uec e wamoers I .a. Inc., run rrerce, rL 4s® = 4 22 23 20 II 5 24 4x8 = 6 Scale=1:58.2 4x5 = 2x3 II 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 6x8 = 3x10 II 14-0 1-0.0 7-8-5 120 1&M U 26a 3C-d-5 �1-0-0 64-6 aa11 70 I e4s LOADING (psq SPACING- 2-M CSI. DEFL, in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Veit(LL) -0.20 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 Be 0.99 Vert(CT) -0.36 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.07 9 n/a n/a _ BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.26 14-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=121WO-3-8, 16=1317/0-8-0 Max Horz 16=152(LC 11) Max Uplift 9=-645(LC 12),.16=-749(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1799/1120, 2-3=-2100/1435,.3-4=-1935/1426, 4-5= 2029/1557, 5-6=-2029/1557, 6-7=-1693/1234 BOT CHORD 1-16=-1185/1840, 15-16=-1287/1840, 14-15=-1287/1840, 12-14=-1165/1771, 10-12=-955/1524, 9-10=-934/1308 WEBS 4-14=-1061311, 4-12=259/441, 5-12_=-432/444, 6-12=-467/696, 7-10=-93/370, 7-9_ 1587/1177, 2-16=-816/861 PLATES GRIP MT20 2441190 Weight: 180111 FT=20% Structural wood sheathing directly applied or 3-3-3 oc punins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15f : B=45ft; L=34ff, eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) 0-0-0 to 3-5-4, Interior(l) 3-5A to 12-M, Extenor(2) 12-0-0 to 16-10-5, Intedor(1) 16-10-5 to 26-0-0. Extedor(2).26-M to 30-10-5, Interior(1) 30-10-5 to 34-2-9 zone; cantilever 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 pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=645, 16=749. 10 Joaquin Velez PE No.68182 NiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verify tlesign parameters sntl READ NOTES ON MIS AND D/CLUDED MNEK NEFENANCE PAGE 1110N47S rev, lallsIVISDEFORE USE R• Design valid for use only with Mifek® connectors. This design Is based only upon Parameters shown, and Is for an Individual building component, not F■i a fuss system. Before use, the building designer must verily the appllcale iH of design parameters and properly Incorporate ih6 design Into the overall building design. Bmdng indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek• 6 olwaysrequiredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 69N Parka East Blvd. fobricaaon, storage, delivery. erection and bracing of trusses and truss sysrems seeANSWRI Quality CRab, DS349 and IICSI Building Component Safety InfomsationavaYable from Truss Plate Institute, 218 N. We Street, Sun, 312. Alexandra VA 22314. Tampa. FL 33610 Job Truss Truss Type x r City Ply 7704 CITRUS PARK T16867841 75948 A2 HIP 1 1 Job Reference (optional) Chambers Time. Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed a 46 = 4 22 3x4 = 4x6 = 5 6 Scale=1:58.2 3x6 = 21G II 3.6 = 3xe = 3x6 = 3x8 = 34 = 3x6 II 1iU too �-w 14na zboa apalz abss 'tanl I s-4-a I sa-1z I long 1 a3-1z � bata wn Plate Offsets (X Y)— r1:0-3-0,Edge) r16:0-0-4 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 Vert(LL) -0.25 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.4911-13 >812 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 9 n/a Ilia BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.2813-15 >999 240 Weight: 181111 FT=20% LUMBER - TOP CHORD 2x4SP M 30 BOT CHORD 2x4 SP M 31 'Except' 12-14: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or3-11-15 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or6-1-15 oc bracing. REACTIONS. (Ib/size) 9=1215/0-3-8, 16=1317/0-8-0 Max Ho¢ 16=182(LC 11) Max Uplift 9=-645(LC 12), 16=-749(LC 12) FORCES. (Ib) -Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 1-2=-1850/1153, 2-3=-2129/1436, 3-4=-1833/1335, 4-5=-1655/1327, 5-fi=-1498/1204, 6-7— 1685/1214,7-8=-1485/1037,8-9= 1174/859 BOT CHORD 1-16=-1195/1874,15-16=-1296/1944,13-15=-1296/1944,11-13=-1107/1690, 10-11=-927/1346 WEBS 3-13=-301/272,4-13=-190/410, 5-11=-398/304, 6-11=-173/386,7-11=-67/294, 7-10=-458/413, 8-10=-994/1426,2-16=-757/801 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsC h=15ft; B=45ft; L--Uft; eave--4ft; Cat. II; Exia C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-4, Interior(l) 3-5-4 to 14-0-0, Extedor(2) 14-0-0 to 19-0-0, Interior(1) 19-M to 24-0-0, Exterior(2) 24-0-0 to 28-10-5, Interior(1) 28-10-5 to 34-2-9 zone; cantilever 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 9=645, 1fi=749. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNING -Wrey design parame(ers endREAD NOTES ON MIS AND INCLUDED imi REFERANCE PAGE McMn rev. 101034015 BEFORE USE Design valid for use only wlitl M9ek® connectors. This design Is based only upon parameters shown. ontl Is for on individual buliding component, not ��• a here system. Before use. me budding designer must verify me applicabnity of design parameters and properly Incorporate this design Into me overall bulldingdesign,&acingIndicatedistopreventbucklingofindividualtnssweband/or chard members only. AddBlonaltemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wim possible personal lNury and property dFor general guidance regarding me lamage. delivery, erection and of tresses and tras DS649 and 6C91 Wltlhp Component Barry OVA Parke East Nd Tahoe, folrnotbnaval able from Truss Rote (Instie. 22314�e�, tute. 218 N. Lee street Suite 1: Al�ontlAIlI ¢ FL 33610U Job Truss Truss Type ] Cry Ply 7704 CITRUS PARK T76867842 75948 A3 HIP 1 i Job Reference (optional) GOambers l russ, InC., fort viems, YL 5.24USUec a2Ulb Mtlexlnausmes,Inc. Web Apr24UI:W:b44VlU Scale = 1:59.7 4x8 = 5.00 12 5x6 = 5 22 23 24 6 3.6 = 2x3 11 3x6 = 3x4 = 3x8 = 3x6 3x5 = 3x6 11 3x8 II t-0-0 1L-0 ]-b5 16M '12-0-0 30J-12 3lib� �1-0-0 BSS 8.111 a8a 9-3-12 0.69 e a-0 Plate Offsets(XY)— 11:0-3-0Edoel f2:0-0-120-1-121 f5:0-5-40-241 f6:0-3-00-2-41 f16:0-0-81-1-01 f16:0-M0-1-121 LOADING (pat) SPACING- 2-" CSI. DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.75 Ven(LL) -0.24 13-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 VBn(CT) -0.52 13-15 >757 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.06 9 n/a n/a _ BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.33 13-15 >999 240 Weight: 1811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' - 1-14: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 9=1215/0-3-8, 16=1317/0-8-0 Max Hom 16=212(LC 11) Max Uplift 9=-645(LC 12), 16=749(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-1915/1185, 2-3=-2179/1432, 3-5=-1719/1243, 5-6=-1425/1188; 6-7=-1632/1179, 7-8=-152811047, 8-9=-11961845 BOT CHORD 1-16=-1200/1926, 15-16— 1302J2011, 13-15=-1302/2011, 12-13=-948/1531, 10-12=945/1407 WEBS 3-13= 525/362, 5-13=-126/428,5-12=-286/148, 6-12— 90/342,7-10=434/444, 8-10=-1031/1518,2-16= 719/719 Structural wood sheathing directlyapplied or 3-1-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-10 oc bracing. 1 Row at midpt 3-13, 5-12, 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave--4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-4, Intedor(1) 3-54 to 16-", Exterior(2) 16-" to 20-10-5, Interior(1) 20-10-5 to 22-0-0, Exterior(2) 22-" to 26-10-5. Interior(1) 26-10-5 to 34-2-9 zone; cantilever left exposed ;C-C for members and foxes & 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 lost bottom chard live load nonconcument 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 tit 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 Ib uplift at joint(s) except 61=11b) 9=645, 16=749. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNING-Vedfydesl9n psr4mefensnd READ NOTES ON TNISAND INCLUDED MifEKREFSaANCEPAGEMIF74TJ rov. 10101fa015B£FORE USE Design valid for use only with MBek®connectors. This design Is based any upon parameters shown. and Is for an Individucl building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullcingdasign. Bracing Indicated Is to prevent buckiingofIndividual muss web and/or chord members only. Additional temporary and permanentbracing M!TeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabricationstorage, delivery, erection and bracing of nusses and truss systems. seeANS171P1t Stuart CRnlp, DS349 and SCSI BuldhD component 6904 Padre East BNb. Safety 6doenallastavoaable from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexontl4a. VA 22314. Tampa, FL 33610 Job Truss Truss Type 2�IyPly 7704 CITRUS PARKT16867843 75948 A4 HIP 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Uec 6.2018 MI I eK Ina05inee, Inc. vvea Apr z4 U]:ba:oo Zuf a b Scale = 1:59.7 5.00 12 US =4x6 = 6 23 7 3xB = 3x4 = 46 = 3.4 = 3.4 = 3x6 = 44 = 3x6 II 14.0 1.0.0 41A0 160a 2ae0 5 3445_ rBeH %]-9-10 &10.] 240 0.5 I 74.1 04.0 Plate Oftsets(XY)- f1:0-4-20-1-81 (4:0-3-0Edeel (1T0-0-4Edael LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (lac) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.28 14-16 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.60 14-16 >661 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.06 10 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.3414-16 >999 240 Weight: 1851b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS i Row at midpt 5-14, 8-13 REACTIONS. (lb/size) 10=12151M-8, 17=1317/0-8-0 Max Horz 17=242(LC 11) Max Uplift 10=-645(LC 12), 17=-749(LC 12) FORCES. (I s) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-1724/977, 2-3=-2122/1336, 3-5=-2021/1313, 5-6=-1521/1119, 6-7=-1334/1107, 7-8=-1519/1134, 8-9=-1753/1147, 9-10=-11391835 BOT CHORD 1-17=-1094/1846, 16-17=1196/1891, 14-16=-1157/1801, 13-14=-745/1334, 11-13=-964/1554 WEBS 5-16=0/274, 5-14=-666/508,6-14=-249/417, 7-13=-226/295, 8-13=-398/300, 8-11>181/258,9-11=-916/1470,2-17=-1068/948 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-4, Interior(1) 3-5-4 to 18-0-0, Extedor(2) 18-0-0 to 24-10-5, Interior(1) 24-10-5 to 34-2-9 zone; cantilever 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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcumant 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 3-8-0 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 1001b uplift at joint(s) except (jt=lb) 10=645. 17=749. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNOIG- yertrydeslgnparametma.mr BEAD NOTES ON MISMID INCLUOEO MmEKREFEIIANCEPAGEMLL74]0 rev. 10T32015 BEFORE USE *R- Design valid for use only with MBekO connectors. TIM design B based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must vetify the appllcobally of deggn parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual has web and/or chord members only. Additional temporary and permanent bracing ■•E37YEIp■ M!Tek' Is always required for stability and to prevent collapse witn possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. f Ent fabrication, storage, dallvery, erection and bracing of trusses and hum systems, seeANSVWII Quality Criteria. D511419 and 5016u1dhD Component Tam a, Safety hdatmatbDavolloble from Truss Rate Institute, 218 N. Lee Sheet Sulte 312, Alexandria, VA 22314, P Job Truss Truss Type 4 Oty Ply 7704 CITRUS PARK , T76867844 75948 A5 COMMON 1 1 Job Reference (optional) GhamberG 1 was, Inc., hOn Prance, FL 6.240SUee U201e MIIel(mquslneS,Inc. WeaH rZ4000J:30GU1U 44 = s.00 12 6 Scale=1:58.1 10 3xB = 3x4 = 46 = 3.8 = axis = 4x4 = 4.6 II 3.10 II 1s - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.31 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.6313-15 >624 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.06 10 n/a n(a - BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.3313-15 >999 240 Weight: 1791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, BOT CHORD 2x4 SP M 30 - except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. WEBS 1 Row at midpt 5-13, 7-13, 9-11 REACTIONS. (lb/size) 10=1215/0-3-8, 16=1317/0-8-0 Max Hoa 16=256(LC 11) Max Uplift 10=-645(LC 12), 16=-749(LC 12) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1771/960,2-3=-2154/1313,3-5=-2004/1234,5-6=-1462/1033, 6-7=-1466/1049, 7-9=-1776/11,11, 9-10=-1127/813 BOT CHORD 1-16— 1061/1882, 15-16=-1148/2013, 13-15=-1013/1772, 11-13=-893/1563 WEBS 5-15=-15/329, 5-13=-679/491, 6-13=-491086,7-13=-445/338, 9-11=-799/1425, 2-16=-1033/902 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-5-4, Interior(1) 3-5-4 to 19-0-0, Exterior(2) 19-0-0 to 22-5-4, Interior(1) 22-5-4 to 34-2-9 zone; cantilever left 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 nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=645, 16=749. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verify desrsnPammefemarsd RE4D NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMD7473 rev- 14Da2015REFORE USE Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and 6 for on IncMduol building component not a thus system. Before use, toe building designer must vent' me appllcaWllry of design parameters and property Incorporate this design Into the overall bullding design, Brocing Indicated Is to prevent buckling of Individual hula web and/or chord members only. Additional temporary and permanent bracing Is olways 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 busses and buss systems, seeANSVIPII Cupppl1yy Cmrde. OSSAa antl Sf31 G11dbp f:ampon�nl Sp/aty Infemaatbmvalloble from Truss Rafe Institute. 218 N. Ise sheet suite 312. Alexandda VA 22314. ��- MlTek 6904 Padre Best Blvd. Tampa, FL 33610 Job Truss Tress Type 4 Ory Ply 7704 CITRUS PARK 1 T76867845 75948 A6 ROOF SPECIAL 1 1 Job Reference (optional) unambers I cuss, Inc., Von rlerce, rL 8.240S ueC 52U1a MI IOK Inc. Wed Apr 24 UGbJ:bf ZUl a racer a 5.00 12 45 = 6 4x5 = 3x4 = 3x6 = 3xB = Sx8 = WO II 1-0 Scale = 1:59.2 Plate Offsets (XY)-- ft0.1-10 Edger f8:0-6-12 Edger f13:0-0-4 Edger LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vert(LL) -0.33 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.67 9-10 >522 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.06 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.2610-12 >999 240 Weight: 164 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 *Except* BOT CHORD 8-9: 2x4 SP M 30 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=1185/0-8-0, 18=1049/0-7-4 Max Hom 13=221(LC 11) Max Uplift 13=-671(LC 12), 18=-565(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-15557769, 2-3=-1873/1122, 3-5=-1683/1036, 5-6=-1150/810, 6-7=1147/802, 9-14=-509/880, 8-14=-509/880 BOT CHORD 1-13=-880/1634,12-13=-1090/1774,10-12=-916/1536,9-10=-570/886 WEBS 5-12=47/309, 5-10=-664/485, 6-10=-278/555,7-10=-42/273,7-9=-10481727, 2-13_ 863/885, 8-18— 1112/679 Structural wood sheathing directly applied ar 3-11-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-5-11 oc bracing. 1 Row at midpt 5-10, 7-10, 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-1-2, Interior(1) 3-1-2 to 19-0-0, Extedor(2) 19-0-0 to 22-1-2, Interior(1) 22-1-2 to 30-2-3 zone; cantilever left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Bearing at joint(s) 18 considers parallel to grain value rising ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=671, 18=565. Joaquin Velez PE No.68182 MTek USA, Inc. FL Calf 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 OwARNMG-vedlydes/gn peremefersand READ NOTES ON TNISAND INCLUDEDAMEKREFERANCEPAGE 011LL7473 rev. 14T14015BEFOREUSE �■� DedBn valid for use only with Mier connectors. This design is based only upon parameters snows and is for an Individual building component not a hum system. Before use, line building designer must verity the appllcob0lty, of design parameters and properly Incorporate the m design Into e overall bulldingdosign. Bracing indicated IS to prevent buctlingofIndividual Instweb and/or chord members only. Additional temporary and permanent bracing ■'.�,■�] MiTek' is always required tar stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me storage, delivery, erection and bracing of buses and truss systems eeANSVTPII Qualfly. CmeM, Will and SCSI Building Component Safety mforrnaBCnovollable from Tress Plate Ins11Me. 218 N. Lee Sheet. SOB 312, Alexandrla. VA 22314. 6904Padce East Blvd.tabricWton, Tampa. FL 33610 Job Thus Truss Type Dry Ply 7704 CITRUS PARK T16867846 75948 ATA ATTIC 3 1 Job Reference (optional) s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:53:58 2019 Chambers Truss, Inc., Fort Pierce, FL Scale=1:35.8 3x6 = Io 3kSi 6x811 3x411 5x8MTIBHS= 3x411 6xe 11 t-0-0 1-0-0 G10-0 15-142 20.a-0 27'aA 22-0-0 � 1-0�71 56s eae I SEi 1-0O Plate Offsets(XY)— fY0-3-130-1-B1 f4:0-3-OEdgel f7:0-3-130-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.34 8-10 >785 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.54 8-10 >492 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Mar YES WE 0.37 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(ILL) 0.18 8-10 >999 240 Weight: 101 Its FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=897/0-8-0,7=897/0-8-0 Max Horz 1=-145(LC 10) Max Uplift 1=-382(LC 12), 7=-382(LC 12) Max Grav 1=1073(LC 18), 7=1073(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1606/559, 2-3=-1364/599, 3-4=-166/895, 4-5=-166/895, 5-6=-1364/599, 6-7=-1606/559 BOT CHORD 1-10=-365/1400, 8-10=-365/1400, 7-8=-365/1400 WEBS 6-8=0/510, 2-10=0/510, 3-5=-2349/810 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-M, Exterior(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 22-" zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 2-3. 5-6, 3-5 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psQ applied only to room. 8-10 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=382, 7=382. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING- Ver/ydee/gnpererneters end READNOTES ON TNLSAND INCLUDED MREKREFERANCEPAGEM67473 rev. lazouzolSBEFORE USE. Design volid for use only with fil connectors. Eris Oeslgn a based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use. the bulltling dedgner must verity the applaccilry of design parameters and property Incorporate Me design Into the overall bulIdingdeslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I1r MiTek- Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guldanc9 regarding the fabrication, storage, delivery, erection and bracing of trusses and Musssystems, seeANSUVII Cual CdbtW, DSO-09 and SCSI Building Component 6904 Parke East Blvd.SabN NlotmalbMvolloble Mom Truss Plate Iru111ute. 218 N. Lee Street, Sure 312 Alexontlrlo. VA 22 14, Tampa, FL 33610 Job Truss Truss Type A 1 Oty Ply 7704 CITRUS PARK T7fi867847 75948 ATB ATTIC 2 1 Job Relevance (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 24 07:53:58 2019 i Scale=1:33.0 3x6 = 3x5 i 5x8 MT18HS = 4x12 3x4 I 3x4 11 3x10 11 1-0-0 141-0 6-10-4 15-1-12 20-1-0 1-0-0 4- 5-6.4 18-3-8 4-11-4 Plate Offsets (X Y)-- 11:0-0-4 Edcel [1:0-4-5 0-1-81-[4:03-O,Edce] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.30 9-11 >808 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.47 9-11 >511 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WS 0.33 Hom(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15 9-11 >999 240 Weight: 98 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 SLIDER Right 2x65P No.22-6-0 REACTIONS. (lb/size) 8=776/Mechanical, 1=876/0-8-0 Max Hom 1=135(LC 11) Max Uplift 8=-315(LC 12), 1=-373(LC 12) Max Grav 8=958(LC 19), 1=1049(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 1-2=-1524/526, 23=-1301/573, 3-4=-140/804, 4-5=-129/808, 5-6=-1296/589, 6-8=-1531/560 BOT CHORD 1-11=-399/1323, 9-11=-399/1323, 8-9=-399/1323 WEBS 2-11=01470, 6-9=0/576, 3-5= 2158/775 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 11-0-0, Extedor(2) 11-0-0 to 14-0-0, Interior(1) 14-M to 20-1-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This Imes 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-M wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 8=315, 1=373. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Truss Type O1Y Ply 7704 CITRUS PARK r T16867848 75948 B ROOF SPECIAL 4 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. West Apr 24 W:53:59 ZU19 Scale = 1:59.2 5.00 12 3x5 = 4x4 = 3x4 II 3.10 II 45 = -0-0 tea Tee 1r 11-nd tnz zssz a zB laaao gotta 'tun can a7-0.0 z-s-tz a4a ash o-4n Plate Offsets(XY)-- f1.0-2-8Edgel f16.0-0.4Edoel LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.21 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.4112-13 >870 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.66 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.28 14 >999 240 Weight: 1641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except- 5-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS B-9: 2x6 SP No.2 REACTIONS. (Ib/size) 9=1084/0-7-3, 16=118810-8-0 Mau Herz 1111) Max Uplift 9=-582(LC 12), 16=-673(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1552/757, 23- 1836/1061, 3-5=-2822/1778, 5-6=-1510/1003, 6-7= 1501/1027, 7-8=-1665/1064,8-9=-1029/726 BOT CHORD 1-16=-834/1600, 15-16=-1003/1637, 5-13=353(728, 12-13=-1636/2639, 10-12=-901/1494 WEBS 3-15>823/607, 13-15=-1070/1776, 3-13=-611/1028, 2-16=-7711788, 8-10=-845/1413, 7-12=-299/217, 6-12=-414/750, 5-12=-1492/1001 Structural wood sheathing directly applied or4-1-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-9-6 oc bracing. 1 Row at midst 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=3111; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-M to 3-1-2, Interior(1) 3-1-2 to 19-M. Extedor(2) 19-0-0 to 22-1-2, Interior(1) 22-1-2 to 30-8-7 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 9=582, 16=673. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data. April 24,2019 Q WARNING- Vedlydes/gnpnmmetMa. dREADNOTES ONTNLSANDWCLUDEDMREKREFEMNCEPAGEMR-747amv. IeWY1a15BEFOREUSE. R- Design valid for use only with MBek® connectors. Ws design Is based only upon parameters shown, and b for an IndMdual building component, not q■ a muss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design Bracing Indicated is to buckling lndMdual hue web and/or chard members only. Additional temporary and permanent brocing MiTeic prevent of Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSVIP1t Cuo®V CReda. 031 and 501110dbp Component 69N Parke East BNd. Tampa, FL 33610 Safety mfolma6onovailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra VA 22314. Job Truss Truss Type d, t City Ply 7704 CITRUS PARK T16867849 75948 B1 HIP i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Inc. Wed Apr 24 07:54:00 2019 4x4 = _ 5.00 12 4x5 US = 4x4 = 3x4 II 3.10 II Scale = 1:57.0 l6 N liaol 1 7-8o 11V 1ea0 epee satla roe a4� i I saz sae V2 I zoo WWI 50-1 { asie �i3 a4o Plate Offsets (X,Y)— .11:0-2-8,Edge1 115:0-6-4 0-3-01 I78:0-0-4 Edge1 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.61 Ved(LL) -0.23 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ved(CT) -0.4714-15 >746 240 _ SCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3214-15 >999 240 Weight: 169 lb FT=20% LUMBER - TOP CHORD 2x4'SP M 30 BOT CHORD 2x4 SP M 30 *Except' 5-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins, - except and verticals. BOT CHORD Rigid ceiling directly applied or 54-0 oc bracing. WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 10=1084/0-7-3, 18=1188/0-8-0 Max Horz 18=211(LC 11) Max Uplift 10=-582(LC 12), 18=-673(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=d554/813, 2-3=-1837/1109, 3-5=-2809/1901, 5-6---1572/1118, 6-7=-1392/1115, 7-8=-1558/1146,8-9=-1640/1100, 9-10=-1019/750 BOT CHORD 1-18=-890/1601, 17-18=-1071/1636, 5-15=-399/762, 14-15=-1765/2626, 13-14=-837/1392, 11-13=-945/1467 WEBS 3-17=-824/648,15-17=-1154/1788,3-15=-671/1014,5-14=-1448/1029, 6-14=-259/440, 7-13= 233/324, 8-11= 218/256,2-18=-769/795, 9-11=-890/1364 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=3.OpsY h=1Sit; B=45ft; L=31 ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-1-2, Interior(1) 3-1-2 to 18-0-0, Exterix:42) 18-0-0 to 24-4-8, Interior(1) 24-4-8 to 30-8-7 zone; cantilever 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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This miss has been designed for a live lead 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) 10=582, 18=673. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,&WARNING -Verify desl9nM.rssfer4and RFJIONOTES ON MIISAND INCLUDED MITEKREFERANCEPAGEM 7473rev. 101042015SEFORE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a h ss system. Before use; me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated a to prevent buckting of Individual Muss web and/or chord members only.. Additional temporary and permanent bracing h always required for stability and to prevent collapse with p=ble personal Injury and properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSVIPII GuaW Crlodo, DS349 and 6CSI Building Component Safety MfomraNOnovallabie from Tnss Rote ImtlMe, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. M(Tek- 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , city Ply 7704 CITRUS PARK T16867850 75948 B2 HIP 1 1 Job Reference o tional ...v...C. VCV,O, l.I Gn un unDers I russ, me., run dance, rL a 4.8 = 5.00 12 45 = 4 21 22 5 4.4 = w II 3x6 = SO = 3xB = 4x6 = 3x10 II liL 1-0O &61 AN. W 300.113 iao 7-2-1 I >-s1s I aoo LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.19 10-12 >999 360 TCDL 7.0 Lumber DOL 1.25 -BC 0.88 Vert(CT) -0.3910-12 >893 240 _ BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.06 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.24 10-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* BOTCHORD 7-8: 2x4 SP M 30 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=118508-0, 18=1049/0-7-4 Max Horz 13=179(LC 11) Max Uplift 13=-671(LC 12), 18=-565(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-1597/890, 2-3=-1879/1187, 3-4=-1386/997, 4-5=-1009/862, 5-6=-1136/868, 8-14=-585/891, 7-14=-585/691 BOT CHORD 1-13=-960/1644, 12-13=-1182/1719, 10-12=-1188/1717, 9-10=-833/1245, 8-9=-582/817 WEBS 3-10=-536/399, 4-10=-164/454, 4-9=-418/281, 6-9=-125/355, 6-8=-1033r772, 2-13=-767/817, 7-18=-11111752 Scale = 1:55.4 18 1m PLATES GRIP MT20 244/190 Weight: 170111 FT=20% Structural wood sheathing directly applied or 44-3 oc pudins, except end verticals. Rigid ceiling directly applied or 6-1-2 oc bracing. 1 Row at midpt 3-10, 4-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD_--3.0psh h=1Sit; B=45ft; L=31ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-1-2, Interior(1) 3-1-2 to 16-0-0, Exterior(2) 16-0-0 to 20-4-8, Intedor(1) 20-4-8 to 22-0-0, Exterior(2) 22-M to 26-2-12, Intedor(1) 26-2-12 to 30-2-3 zone; cantilever 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 teen designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live lead 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) Bearing at joint(s) 18 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except all 13=671, 18=565. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Date: April 24,2019 Q WARNING -Vermedesign"minetersand BEAD NOTES ON MMMD09CLUDEDMREKBEFEBANCEPAGEM67MY v. 1003II1015BEFOREUSE �■R Design valid for use only with Mnek®connectors. his design 0 based only upon parameters shown, and is for an individual building component, not a truss system. Before me, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of lndMducl truss web and/or chord members only. Additonaitempararyandpermonentbrocing a•YB■q WeK 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 isrsses and truss systems. seeANSI/IPII Quality CrE�M. DS349 and OCSI Building Component ON Parke East Blvd. Tampa, FL 33610 Safety InfamlalbMvoi able from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Job Truss Truss Type . CRY Ply 7704 CITRUS PARK T76867851 75948 B3 Hip 1 1 Job Reference o Tonal s.nanmers , runs, um., run nurse, rL o.cru a Feu 9 —10 rvn ,=n In uu-1 W, 1116. .1 c 11, — O1..,..0...., - b Scale: 5x6 = 3z4 = SxG = 4 26 527 28 29 6 3z8 = 3.4 II 3x6 = 3x8 = 3xB = 3z6 = 3x4 N 3x8 = 3.10 11 3x10 II 38-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vat -0.32 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.65 13-14 >654 240 _ BCLL 0.0 ' . Rep Stress [nor YES WB 0.34 HOrz(CT) 0.09 10 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.3714-16 >999 240 Weight: 185 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc puriins. BOT CHORD 2x4 SP M 31 'Except- BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 12-15: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 17=1406/0-8-0, 10=1406/0-8-0 Max Hoe 17=-216(LC 10) Max Uplift 17=-798(LC 12), 10=-744(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2015/1277, 2-3=-2309/1569, 3-4=-2038/1475, 4-5=-1848/1459, 5-6=-1848/1459, 6-7=-2038/1475,7-8=-2309/1569,8-9=-2015/1277 BOT CHORD 1-17=-1315/2037, 16-17=-1330/2119, 14-16— 1330/2119, 13-14=-1192/1957, 11-13= 1315/2037, 10-11— 131512037.9-10=-1315/2037 WEBS 3-14=-282/266,4-14=-246/471, 5-14=-306/232, 5-13=-306/232, 6-13=-246/470, 7-13=-283/266, 2-17=-800/B48, 8-10=-800/848 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsh h=15ft; B=451t; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-9-10, Interor(1) 3-9-10 to 14-M, Extedor(2) 14-M to 19-4-8, Interior(1) 19-4-8 to 24-0-0, Extenor(2) 24-0-0 to 29-4-8, Interior(1) 29-4-8 to 38-0-0zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=798, 10=744. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-yeNydrmignparamefen end READ NOTES ON TNLSAND INCLUDED MNEKRUEII NCEFAGEM674Mmre IWDYleISBEFONE USE DBsign valid for use only wlih Mnelsslp connectors. This deslgn Is based only upon parameters shown, and B for on hdlvldual bdldhg component, not ��- a truss system. Before use. the building designer must verity the opplicobllily of deign parameters and properly Incarcerate 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 wlm possible personal Injury and property damage. For general guidance regarding the 69O Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QUON Oil DS689 and 6C5I building Component Tampa, FL 33610 Safety Infennatbrnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Thus Type • r Oty Ply 7704 CITRUS PARK T16867852 75948 B4 Hip 1 1 Job Reference (optional) unamoe's 1 Fuss, Inc., ran nerca, " d Is no 5x8 = 3x4 I 5x8 = 4 27 28 5 29 30 6 Scale: 3/16'=l' 3.8 = 3.4 II 30 = 3x6 = 3x8 = 3x6 = 30 = 3x4 11 3x8 3xt0 It 300 II 9 ]b 12L as 9-0 1-0a 7-e5 1200 19 280E 30.311 36-9-0 3]A9 r1La W-5 i311 ]-0-0UO )-0-0 63-11 685 ai-0 1"DO Plate Offsets (X Y)-- rl:0-4-2 0-1-81 r4:0-5-12 0-2-8] 169-5-12 0-2-81 19:0-4-2 0-1-81 [10'0-0-4 Edge] 118:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.26 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Verl(CT) -0.4912-14 >869 240 _ BCLL 0.0 ' Rep Stress Incr YES WE 0.49 Hoa(CT) 0.09 10 n/a tda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.34 14 >999 240 Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 31 -Except' BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. 13-15: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 18=1406/0-8-0, 10=1406/0-8-0 Max Hoe 18=-185(LC 10) Max Uplift 18=-798(LC 12), 10=-744(LC 12) FORCES. (Ib) - Max. Comp -/Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-1967/1245, 2-3=-2276/1565, 3-4=-2140/1570, 4-5=-2338/1759, 5-6=-2338/1759, 6-7=-2140/1570,7-8=-2276/1565, 8-9=-1967/1245 BOT CHORD 1-18=-1304/2001, 17-18=-1319/2001, 16-17— 1319/2001, 14-16=-1206/1961, 12-14=-1191/1961, 11-12— 1304/2001,10-11=-1304/2001, 9-10=-1304/2001 WEBS 4-16=-111/300, 4-14=-360/581, 5-14=-428/446, 6-14=-361/581, 6-12=-111/300, 2-18=-836/893,8-10=-836/893 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15R; B=45ft; L=38ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-10. Interior(1) 3-9-10 to 12-0-0, Extedor(2) 12-0.0 to 17-4-8, Interior(f) 17-4-8 to 26-0-0. Exterior(2) 26-0-0 to 31-4-8, Interior(1) 31-4-8 to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces 8 hl for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fording. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 611=11b) 18=798, 10=744. Joaquin Velez PE No.68182 MTek USA, III PL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ® WARNING -Verity deign peremetemwdNERD NOTESON M SANDMCLUDED MOEKREFERANCEPAGEMX747amv. 14=05 BEFORE USE Design valid for use only with Weiconnectors. The design is based only upon parameters shown. and is for an lndNidual building component not ®® my a hum system. Before use. me building designer must verity the applicability of dedgn parameters and property Incorporate the design Into the overall bulldingdeslgn. &ocingNtlicatetlb} prevent buckling oflndNlduolMasweband/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for st6b6lN and to prevent collapse with poxvble personal Injury and propene damage. For genercl guidance regarding the 69D4 Parke East Blvd. ParkeEast B fobrlcotion, storage. delivery, erection and bracing of trusses and hum systems seeANSVTPtt Qua, CdMM, DSB-09 and SCSI Building Component Swety Infamnallanovailable from Truss Rate Institute, 218 N. Lee Sheet. Sure 31Z Ajexandda VA 22 14. P33610 Tam a, Job Truss Truss Type 1 , Oty Ply 7704 CITRUS PARK j T16867853 75948 B5 Hip 1 1 Job Reference (optional) t,nampers I rues, Inc., ran rlerce, rL 5x8 = 3x4 II 5.00 12 4 28 5 29 a.eau 6 uec o 1... mi r ea inawallub, um. vveu npr cr u, 3x6 = 3.4 = Sx8 = 6 7 30 31 8 Scale: 316'=l' ._ 17 _ _ 14 4x6 = 3x4 = 3x6 = 3,8 = 3x4 = 3><6 = 3x4 = dxe = 3x10 II 3x10 II td-0 36aa 1-0-0 1ae0 160.E 21-11-] M-1 368-0 3]Aa 1� BE-0 BA9 S1a13 I 60.9 I e-eU 1-0a Plate Oftsets(XY)-- rl:0-1-2Edge114:0-5-120-2-81 f8:0-5-120-2-81 rll:0-1-2Edge1 fl2:0-0-4Edge1 (19:0-0-0Edoel LOADING (psf) SPACING- 2-M CSI. DEFL, in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) -0.31 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Ven(CT) -0.55 16-18 >774 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.42 16-18 >999 240 Weight: 186 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc pudins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 19=1406/0-8-0, 12=1406/0-8-0 Max Horz 19=-155(LC 10) Max Uplift 19=-798(LC 12), 12=-744(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1825/1188, 2-3=-2255/1623, 3-0=-221611564, 4-5=-2701/1969, 5-7=-2701/1969, 7-8=-2702/1970,8-9=-2216/1564,.9-10=-2255/1623, 10-11=-1825/1109 BOT CHORD 1-19=-1346/1957, 18-19=-1361/1957, 16-18=-1259/2034, 15-16=-1702/2702, 13-15=-1243/2034,12-13---1346/1957,11-12=-1346/1957 WEBS 4-16=-601/883, 5-16— 336/359,7-15= 378/358,8-15=-603/884,2-19=-1150/1151, 10-12=-1150/1151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-M to 3-9-10, Intedor(1) 3-9-10 to 10-0-0, Exterior(2) 10-0-0 to 15-4-8, Intedor(1) 15A-8 to 28-0-0, Extedor(2) 28-0-0 to 33-4.8, Interior(1) 33-4-8 to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This fuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001Is uplift at joint(s) except 61=11b) 19=798, 12=744. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-VldfydesfgnP4nmetenenOREADNOTE50NMSANDWCLUDWO KREFERANCEPAGEM674M.re.. f3N3,2015REFOREUSE *� Design volld for use only with Maek®connectors. This design is based only upon parameters shown, and is for on Mdlvlduol building component. not a truss system. Before we, the bufltling designer must verify the appllcabNty of design parameters and properly Incorporate this design Into the overall bulldog design. Brcchg Indicated is to prevent buckling of IndNitlual truss web and/or chord members only. Additional temporary and permanent bracing a•�Y[� A MrTek* is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regardbg Me fobricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Criteria, DSB49 and SCSI Sa9dhD Component s90a Parka East Blvd. Safety Ntarmafb affable from Truss Plate Institute, 218 N. Lee Sheet Stara 312. Alexandrim VA 22314, Tampa, FL 33610 Job Truss Truss Type 1 , Oty Ply 7704 CITRUS PARK T16867854 75948 G HIP 1 1 Job Reference (optional) t:namDers I ruse, mc., FDn Pierce, FL a.z4ua Uec D zui a no I eK maWmes, mc. wea Apr c9 Vr:aY:W .m I Scale = 1:37.7 4z4 = 44 = 4 5 3.4 = 3x10 II 3z4 = 3z4 = 3.10 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.19 11-13 >999 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Hom(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matdx-MS Wind(LL) 0.1310-11 >999 240 Weight: 96 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 6-9-13 oc bracing. WEBS 2x4SP No.3 REACTIONS. (lb/size) 13=814/0-8-0, 9=814/0-8-0 Max Horz 13=132(LC 11) Max Uplift 13=-485(LC 12), 9=-430(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 911/530, 2-3=-11071794, 3-0=-914/660, 4-5=-817/664, 56=-914/660, 6-7=-11077794,7-8=-911/530 BOT CHORD 1-13=-618/950, 11.13=-630/950, 10-11=-403/817, 9-10=619/950, 8-9=-619/950 WEBS 3-11=-211/253, 6-10=-212/253, 2-13— 544/757,7-9=-5447757 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-M to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Extenor(2) 10-0-0 to 16-2-15, Interior(1) 16-2-15 to 22-" zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chard live load nonconcument 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 chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 13=485, 9=430. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Truss Type r I Oly Ply 7704 CITRUS PARK T76867855 75948 GRA HALF HIP GIRDER 1 2 Job Reference (optional) cnamoers I russ, me., I -on name, rL d.z4u s Use b ema Muex maumnes, Inc. Wed npre4 uro4:ua zero reya I ID:IyR4n9pYXHPhFh53047ng2zNtM2-Dxklu8nHigEnEHyVbOCpsrW f6V01wdy1dMh2mkzNZmD �i<n gala I e-oo F-- 13-0-5 to-a14 zas-T I zaoo 3aas r 1.4a 241-14 3-12 5d-5 62-9 5-2-9 a2-9 5<5 Sx8 = 5.co 12 Scale=1:58.2 3.4 = 2x3 It 06 = 3x4 = 3x4 = 4x5 = 3x4 = Sx6 = u4 uu 4.6 c uo u3x8 o ua ua 3x4 �- 4x5 = c w 3.6 II Sx10 \\ 3x4 = 3.6 = do too 4 1,4 eaa tars testa zas-T zea0 aa-4-s j18le 24 1&2 545 529 52-9 I 52-8 I 533 OJ-0 Plate Offsets (X Y)-- 13:0-6-4 0-2-121 [6:03-0 Edger t18:0-1-1 0-2-91 f18:03-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.49 14-16 >807 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.38 14-16 >999 240 - BCLL 0.0 Rep Stress [nor NO WB 0.76 Horz(CT) -0.09 10 rda n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 3691b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmmuml wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. ' WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. 2-18: 2x6 SP No.2 REACTIONS. (Ib/size) 10=2655/0-3-8, 18=2452/0-8-0 Max Horz 18=179(LC 21) Max Uplift 10=-2886(LC 8), 18=-2524(LC 8) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-713/559, 2-3=-4614/4947, 3-4=5942/6501, 4-5=-6320/6870, 5-7=-6320/6870, 7-8=-5485/5945,8-9=3409/3681, 9-10=-2503/2690 BOT CHORD 1-18=-6301762, 17-18=-809f/73, 16-17=-4625/4187, 14-16=-6501/5942, 13-14=-5945/5485,11-13=-3681/3409 WEBS 3-17=-254/339,3-16=-2218/2076,4-16=-844/850,4-14=-471/450, 5-14=-544/554, 7-14=-1103/994, 7-13- 1100/1171,8-13= 2699/2474,8-11=-1930/2061, 9-11=-4330/4009, 2-18=-2269/2550.2-17=-3819/3430 NOTES- 1) 2-plytmss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 do. Bottom chords connected as follows: 2x4 - i row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 ad, 2x6 - 2 rows staggered at 0-9-0 as. 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 (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 last 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 1001b uplift at joint(s) except Qt=lb) 10=2886. 18=2524. Joaquin Velez PE No.68182 M7ek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 331110 Date: April 24,2019 Q WMNING- werKydes/gnpsrametemend READNOTES ON MOMDWCLUDEDM KREF£RANCEPAGEMM17M.J . 10,A32015BEFOREUSE Design valid for use only with MRek® connectors. This design a based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual teas web and/or chord members any. Additional temporary and permanent bracing MiTek- Is olwoys required for stability and to prevent collapse with possible personal injury and propeM damage. For genercl guidance regarding the fabrication storage, delivery, erection and bracing of trusses and Ines systems. seeANSUIPII Quell Crl DS849 and IIMI Bulding Component 6904 Parke East Blvd. Safety InlormationavaYable earn Truss Plate InsllMe, 218 N. Lee Sheet. Sete 312. Alexondrla, VA 22314. Tampa, FL W610 Job Truss Truss Type , Ory Ply 7704 CITRUS PARK T16867855 75948 GRA HALF HIP GIRDER 1 2 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:08 2019 Page 2 ID:IyR4n9pYXHPhFh53047ng2zNtM2-DAdu6nHigEnEHyVbOCpsrWf6V01wdy)&Hh2mkzNZmD NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 333 lb up at 8-0,0, 1061b down and 188 to up at 10-0-12, 106 Ito down and 188 It, up at 12-0-12. 106 It, down and 188 Ib up at 14-0-12, 106 Its down and 188 Ito up at 16-0-12, 106 lb down and 188 It, up at 18-0-12. 106 lb down and 188 Ito up at 20-0-12, 106 lb down and 188 Ito up at 22-0-12, 106 lb down and 188 lb up at 24-0-12, 106 lb down and 188 Ib up at 26-0-12, 106 Ib down and 188 Ito up at 28-0-12, 106 Ib down and 188 Ib up at 30-0-12, and 106 lb down and 1681b up at 32-0-12, and 129 Ib down and 181 Ito up at 34-2-9 on top chord, and 328 lb down and 583 to up at 8-0-0, 79 lb down and 139Ib up at 10-0-12, 79 lb down and 139 Ito up at 12-0-12, 79 Ib down and 139 lb up at 14-0-12, 79 Ib down and 139 It, up at 16-0-12, 79 Ito down and 139 lb up at 18-0-12, 79Ib down and 139 lb up at 20-0-12, 79 Ito down and 139 It, up at 22-0-12, 79 It, down and 139 lb up at 24-0-12, 79 Its down and 139 Ito up at 26-0-12, 79 Its down and 139 lb up at 28-0-12, 79 Ito down and 139 lb up at 30-0-12, and 79 lb down and 139 lb up at 32-0-12, and 96 It, down and 131 lb up at 34-2-9 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54,.3-9=-54, 10-19=-20 Concentrated Loads (lb) Vert: 3=-132(F) 6=-106(F) 9— 129(F) 10=-63(F) 15=-55(F) 17=-328(F) 7=-106(F) 13= 55(F) 22=-106(F) 23=-10124=-106(F) 26=-106(F) 27=-106(F) 29=-106(F) 30_ 106(F) 31=-106(F) 32=-106(F)33=-106(F) 34=-55(F)35=-55(F)36=-55(F) 37— 55(F) 38=-55(F) 39=-55(F)40=-55(F)41=-55(F)42=-55(F)43=55(F) O WARNWG-VerKydes/gnparam WrsmdREADNOTES ON MSANDWCLUDEUMR KRFFERANCEPAGEM674MmV.. lGA 15 BEFORE USE Design valid for use only with MRek® Oannoctors. This desgn h based only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use. Die building designer must verify the applicability of design parameters and property Incorporate thls design Into the overall buildingdesign. BrocingIndicated Istobuckling chord members only. Additional temporary and permanent bracing ■.Y�7 A M(Tek' prevent ofIndidualhussweband/or Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Pa*e East Blvd, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIt Quaff s. Criteria, DSB49 and SCSI Building Component Tampa. FL 33610 Safety Nformatbmvalloble from Truss Plate Institute, 218 N. Lee Stmot. Sulfa 312 Aloxondrla VA 22314, Job Truss Truss Type , City Ph/ 7704 CITRUS PARK T16867856 75948 GRB HIP GIRDER 1 2 Job Reference (optional) "'.ur ers .,.a. um., ran riarde, ru 6,44U S UeC b 2U1e MI IeK IgausmeS, no. Wep Sxe MT18HS= 5.00 F12 3x4 3 26 27 4 28 29 30 3x4 II 5.8 MT18HS= 5xe MTIBHS= 3x4= 31 5 6 32 33 734 35 36 8 Scale: 3/16'=l' pmomm 19 3x5 = 18 37 17 16 38 39 40 15 41 42 74 4313 44 12 6x8 = 3x6 =3x5 = 3xe = . 3x5 =axis = 6x8 = Ow 3x5 = d 3Bha 1Da 4-114 e-04 13614 1d0 2-01.138-2 541C 1I ST I -TT- aW M ~43600 W44 � aen Plate Offsets(X,Y)— 19 3x5 = 18 37 17 16 38 39 40 15 41 42 74 4313 44 12 6x8 = 3x6 =3x5 = 3xe = . 3x5 =axis = 6x8 = Ow 3x5 = d 3Bha 1Da 4-114 e-04 13614 1d0 2-01.138-2 541C 1I ST I -TT- aW M ~43600 W44 � aen Plate Offsets(X,Y)— 12:0-3-40-2-0113:0-5-120-2-81 f6:0-4-0Edgel 18:0-5-120-2-81 [9:0-3-4,0-2-01 rll:0-1-10-2-91112:0-3-80-3-01118:0-3-80-3-01119:0-1-10-2-91 LOADING (Pat) SPACING- 2-" CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.64 14-15 >666 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.5014-15 >856 240 MTIBHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) -0.11 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matii Weight: 390 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 2-19,9-11--26 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 cc pudins. BOTCHORD Rigid ceiling directly applied or 5-9-10 cc bracing. REACTIONS. (Ib/size) 19=2667/0-8-0, 11=2668/0-8-0 Max Hom 19=-124(LC 6) Max Uplift 19=-2777(LC 8). 11=-2724(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-759/627, 2-3=-5076/5492, 3.4=-677Of7470, 4-5=-7418/8164, 5-7= 7418/8164, 7-8=-6772/7475, 8.9— 5077/5500, 9-10=-759/678 BOT CHORD 1-19=-696/806, 18-19=-696/854, 16-18=-4945/4611, 15-16=-7291/6770, 14-15= 7296/6772, 12-14=-4953/4612, 11-12=-741/806, 10-11=741/806 WEBS 2-18=-4256/3864,3-18=222/321,3-16=-2743/2577,4-16=-1059/1074,4-15=-817f787, 5-15=-558/570,7-15=-811084,7-14=-1060/1073,8-14= 2740/2578, 8-12=-218/321, 9-12=-4254/3864,2-19=-2468/2783, 9-11=-2469/2755 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2x6 - 2 rows staggered at 0-9-0 cc. 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 (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511;L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nenconcurrent with any other live loads. 8) • 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-" wide will fit between the bottom chard and any other members. 9) Provide mechanical Connection (by others) of truss to bearing plate capable bf withstanding 1001b uplift at joint(=) except (jt=lb) 19=2777, 11=2724. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNING- VeNtytleslgnparam.hxaend BEAD NOTES ON TN6AND INCLUDED MIrEx BEPERANCEPAGE416)4syrex. la1=015BEFOBEUSE *R Design valid for use only with Ivi connectors. ibis design a based oNy upon parameters=hown, 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 Me overoll i•��YpaF`7 bulltling design, Bracing Indicated Is to prevent buckling of Indlvltlual tnssweb and/or chord members only. AddrIonel temporary and permanent bracing MOW U always required for Mobility and to prevent collapse with p asi personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of draws and two systems. S90ANSVIPII Quality Cfi DSS-S9 and SCSI Building Component 69" Parke East Blvd. Safety Informatbinvollcbie from Truss Plate Institute. 218 N. We Street Suite 312. Alexandria. VA 22314, Tampa, FL 33810 Job Truss Thus Type , . Gty Ply 7704 CITRUS PARK T1fi867856 75948 GRB HIPGIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:12 2019 Page 2 I ID:IyR4n9pYXHPhFh53047ng2zNtM2-5i-P4Vgom2kDiuGHgsHIOhhKc6MBsGyXfvfGvVzNZm9 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 3341Is up at 8-0-0, 106 Its down and 188 Its up at 10-0-12, 106 lb down and 188 Its up at 12-0-12, 106 lb down and 188 Ib up at 14-0-12, 106 Its down and 188 Ib up at 16-0-12, 106 lb down and 188 Ib up at 18-0-12, 106 lb down and 188 Its up at 19-11-0, 106 lb down and 188 lb up at 21-114, 106 Ib down and 188 lb up at 23-11-4, 106 Its down and 188 lb up at 25-11-4, and 106 Its down and 188 It, up at 27-11-4. and 179 lb down and 334 lb up at 31 on top chord, and 328 Its down and 583 lb up at 8-0-0, 79 lb down and 139 Ib up at 10-0-12, 79 Is down and 139 lb up at 12-0-12, 79 Its down and 139 lb up at 14-0-12, 79 It, down and 139 lb up at 16-0-12, 79 Its down and 139 lb up at 18-0-12, 79 Its down and 139 lb up at 19-11.4, 79 Its down and 139 Its up at 21-11-4, 79 lb down and 139 lb up at 23-11-4, 79 lb down and 139 Its up at 25-11-4, and 79 Its down and 139 Its up at 27-11-4, and 3281b down and 583lb up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (piq Vert: 1-0=54, M= 54, 8-10=-54, 21 Concentrated Loads (Ib) Vert: 3=-1 32(B) 6=-1 06(B) 8=-1 32(B) 17=-55(B) 18=-328(B) 12= 328(B) 13=-55(B)2106(B)27=-106(B)28=106(9) 30=-106(B)31=-106(B)32=-106(B) 34=-106(B) 35=-101 3fi=-106(B) 37=-55(8) 38=-55(B)39=-55(B)40=-55(B) 41=-55(B) 42=-55(B) 43=-55(B)44=-55(B) QWANN/NG-Verity Jeelgnperemetemand RaDNOTES ON TNASANOINCLUOEDMUEKBEFEBANGEPAGEMLL7473nn, IaN.Y1015BEFOBEUSE Design valid for use only with Mfrek® 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 appllcobilM/ of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndNlOuat truss web and/or chord members only. Additional temporary and permanent bracing Is aiways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and truss systems seeANSVIPII Quality CdMda, D8349 and BCSI Building Component SOM1ty Informatbrnva0obie from Teas Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. ■•F�Yy MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r r Oty Ply 7704 CITRUS PARK T76867857 75948 GRE HIP GIRDER 1 1 Job Reference o tional Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:13 2019 Scale - 1:26.7 5.8 MT18HS= 5.3 MT18HS= 3 21 22 4 2.3 II 2.3 II 5x6 II 5.6 II 3-7-12 7-0.0 8-4-0 17-8-4 15-4-0 3-7-12 3-43 1-0-0 3-4.4 &7-72 Plate Offsets (X V)- I1:0-2-4 0-0-11 13:0-5-12 0-2-81 14.0-5-12.0-2-81 f6:0-4-00-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(ILL) 0.21 8-13 >665 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.20 8-13 >937 180 MT78HS 244/190 BCLL 0.0 ' Rep Stress [nor NO W B 0.16 Horz(CT) -0.08 6 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 69 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Leh 2x6 SP No.2 2-6-0. Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=1027/0-8-0, fi=1027/0-8-0 'Max Horz 1=931LC 7) Max Uplift 1=-1221(LC 8), 6=-1221(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1672/2049, 3-4=-1493/1941, 44i=-1672/2049 BOT CHORD 1-8>7761/1477, 7-8=-1784/1493, 6-7=-1761/1477 WEBS 3-8=-548/429, 4-7=-548/429 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=2411; eave=4ft;.Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0lost bottom chord live load nonconcument 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 (jt=lb) 1=1221,6=1221. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 3271b up at 7-0-0, and 179 Ito down and 327lb up at 8-4-0 on top chord, and 328 lb down and 490 lb up at 7-0-0, and 328 lb down and 490lb up at 8-34 on bottom chord. The desigrl/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4= 54, 4-6=-54, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-132(B)4=-132(B) 8=-328(B) 7= 328(B) Joaquin Velez PE No.68182 MDek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 24,2019 Q WARNWG-V.dfydes/gn peremerenend READ NOMS ON THISAND INCLUDED AYMEKREFERANCEPAGEM674Td me. iaN.aQe1SBEFORE USE *� Design valid for use only with MTek®connectors, This design is bored only upon parameters shown and is for an lndlvdual building component not a truss system. Before use, Me building designer must verity Me applicobllny 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 oNy. Additional temporary and permanent bracing ■•YF7 Mi Tek' Mi Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gultlance regorchg Me fabristorage, delivery. erection and bracing of trusses and truss systems, sesANSUBI Goamy CrBerki DS849 and BC61 Building6904 Component cation lding Comp Sobfy Nformolbmvatlable ham Truss Rate InsfiMe, 218 N. Lee Street Suite 312 Alexandi VA 22314, BNEvilonent Tampa, FL East Job Truss Truss Type I Ply 7704 CITRUS PARK T1fi867858 75948 GRG_ HIP GIRDER �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:14 2019 5x6 = 3.4 = 5x6 = 19 4 20 5 Scale = 1:35.7 �o 3x4 = 6.10 \\ 6A = ten= — 6x9 = 6.10 // '_ 1.-00-0o b0 d-3114 4-01]&2 208-0 21-ap 22400 z�I i1-a az 114 Plate Offsets (X V)-- 13:0-3-12 0-2-81 15:0-3-12 0-2-81 18:0-0-11 0-1-101 f12:0-0-11 0-1-101 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.28 9-11 >815 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.18 9-11 >999 240 BCLL 0.0 Rep Stress Incr NO W e 0.65 Hom(CT) -0.03 8 r✓a rva BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 110 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 12=1434/0-8-0, 8=1434/0-B-0 Max Hom 12=106(LC 24) Max Uplift 12=-1455(LC 8), 8=-1399(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 1-2=-483/309, 2-3=-2440/2674, 3-4=-2213/2564, 4-5=-2212/2566, 5-6=-2440/2676, 6-7=-483/360 BOT CHORD 1-1 2=-401/545,11-12=-401/599, 9-11=2513/2336, 8-9=-444/545, 7-8=-044/545 WEBS 3-11=-653/559,5-9=-652/558,4-11=-264/245,4-9=-265/248, 2-12=-1347/1605, 6-8=-1347/1574,2-11=-2059/1701, 6-9=-2066/1700 Structural wood sheathing directly applied or4-4-14 oc puriins. Rigid ceiling directly applied or 10-" oc bracing, Except: 4-4-8 oc bracing: 9-11. 1 Row at midpt 2-11. 6-9 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 12=1455, 8=1399. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 179 Ib down and 328Ib up at 8-0-0, 106lb down and 188 lb up at 10-0-12, and 106 Ib down and 188 lb up at 11-11-4, and 179 lb down and 328 Ib up at 14-0-0 on top chard, and 328Ib down and 583 lb up at 8-0-0. 79 lb down and 139 lb up at 10-0-12, and 79lb down and 139 lb up at 11-11-4, and 328Ib down and 583 Ib up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Indrease=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1 3=-54, 3-5=-54, 5-7=-54, 13-16=-20 Concentrated Loads (Ib) Vert: 3= 132(F) 5=-132(F) 10=-55(F) 11=-328(F) 9=-328(F) 19=-106(F) 20— 106(F) 21=-55(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Thus Type r Oty Ply 7704 CITRUS PARK T76867859 75948 J1 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, R. 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 24 07:54:15 2019 Page 1 ID:IyR4ngpYXHPhFh53O47ng2zNtM2-WHfIMXtg3z7oaM sV_gSeKJycJT03cUzLttwwgzNZm6 1-4-0 2-0-0 .4-0 0.8-0 4xu LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Lid TOLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(ILL) 0.00 5 >999 360 TCDL 7.0 Lumber COL 1.25 BC 0.21 Ven(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n1a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-29/Mechanical, 4=-47/10echanical, 5=223/0-8-0 Max Harz 5--"(LC 12) Max Uplift 3=-29(LC 1), 4=-47(LC 1), 5-1 92(LC 12) Max Grav, 3=19(LC 12), 4=44(LC 12), 5=223(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. Scale =1:8.7 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oo pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=45f ; L=24ft; eave=off; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces 8 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 chard live load nonconcument 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 girders) 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 ljt=1b) 5=192. Joaquin Velez PE No.68182 MTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WANNING-Verity Beslgeparamefersend RE NOTES ON TNISANDMCLUDWMREKREFERANCEPAGEMIP74M.. lavissimSBEFORE USE ■- Design valid for use only with MTelslii connectors. This design b based only upon parameters shown, and Is for on IndMdual building component not I■� a hum system. Before use. the building designer must vetlfy me appllcota lty of design parameters and properly Incorporate this design Into Me overall building design. Srccing Indicated is to prevent bucNing of individual muss;web and/or chard members only. Additional temporary and permanent bracing MTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For geneid guidance regarding the storage, delivery, erection and bracing of trusses and hum systems saeANSU PII Quaintly CReda, P8549 and 111=1 auldhp Camporl"t Safety InformallonavaRcble from Tnns Rate Instrtute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. 690a Perko East Blvd. Tampa, FL 33610 Job Truss Truss Type r 1 Oty Ply 7704 CITRUS PARK T16867660 75948 J3 JACK -OPEN 14 1 Job Referents o tional Chambers Truss, Inc., Fort Pierre, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 OT54:15 2019 Page 1 ID:IyR4n9pYXHPhFh53047ng2zNIM2.WHfIMX1g3z7oaM sV_gSeKJxgJUrSxGzLtlwWgzNZm6 -0-0 4-M 1-0-0 2-8.0 Scale = 1:12.6 1-M 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.01 475 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.09 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-MP Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 3=53/Mechanical, 4=18/Mechanical, 5=22010-8-0 Max Ho¢ 5=88(LC 12) .Max Uplift 3=-63(LC 12). 4=-45(LC 9), 5=-203(LC 12) Max Grav 3=58(LC 17), 4=39(LC 3). 5=220(LC 1) FORCES. (lb) -Max Comp-110u. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-165/289 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsF h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; E1ip C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Inierior(1) 3-0-0 to 3-11-4 zone; cantilever left exposed; porch left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-" 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 jt=1b) 5=203. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Truss Type f s Ory Ply 7704 CITRUS PARK T1fi867861 75948 J5 JACK -OPEN 12 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:16 2019 Page 1 I0:IyR4n9pYXHPhFh53047ng2zNtM2-_TDhZttlgHFfBVZ23hLhBXn BjgwoOe6aXGT2GzNZm5 1-4-0 6.0.0 1-4-0 ~ 4-B-0 Scale = 1:18.3 1-0.0 5-0.0 LOADING (par) SPACING- 2-" CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) 0.10 4-5 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Inor YES WE 0.11 HOrz(CT) -0.05 3 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 on bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=108/Mechanical, 4=48/Mechanical, 5=283/0-8-0 Max Hom 5=133(LC 12) Max Uplift 3=-119(LC 12), 4=-81(LC 12), 5=-261(LC 12) Max Grav 3=108(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-256/139 WEBS 2-5=-332/367 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 5-11-4 zone; cantilever left exposed ; parch left and right exposed;C-C for members and forces & Ml 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 girders) 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) 3=119,5=261. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6834 6904 Parke East BNd, Tampa FL 33610 Date: April 24,2019 A WANNWG-VedfydeslgnP ..m nand BEAONOTES ON TN/SANOWCLUGEDMNEKNEFENANCEPAGENO74mmi, 1003,201511EFONEUSE *w• Design valid for use only with 106e1,11, connectors. This design Is basso any upon parameters shown. and Is for on Individual building component, not iYgp■7 a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall ■.E bulltling all Bracing Indicated is to prevent buckling of Indvdual truss web and/or chord members only. Addtlonol temporary and permanent bracing MiTek' If always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and ruse systems, seeANSVIPII Quality CreeM, OSS419 and SCSI lulding Component 6904 Parke East Blvd. Safety InformOtbrgvollable from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandria VA 22314. Tampa, FL 33610 Jab Truss Truss Type t f Dry Ply 7704 CITRUS PARK T16867862 75948 J7 JACK -OPEN 32 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.241 62018MIIer(marrames,mC. Wea Apr Z4UGb4:1b ZUle ragel 2 2x3 II Scale = 1:22A 1-0-0 1 7-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.32 4-5 >245 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.14 4-5 >549 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 Hom(CT) -0.10 3 Isla n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP Weight: 25111, FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=160/Mechanical, 4=75/Nlechanical, 5=353/0-8-0 Max Hoa 5=177(LC 12) Max Uplift 3=-173(LC 12). 4=-119(LC 12), 5=-326(LC 12) Max Grey 3=160(LC 1), 4=119(LC 3), 5=353(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/208 BOT CHORD 1-5=-115/264 WEBS 2-5=-55B/340 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-1 Interior(1) 3-0-0 to 7-11-4 zone; cantilever left exposed; 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 par bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 1001b uplift at joints) except (jt=lb) 3=173, 4=119, 5=326. Joaquin Valet PE No.68182 MTek USA, Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNBIG-Vedydesign paramefersend READ NOTES ON TNISANDINCLUDED MMEKNEFENANCEPAGEM 7473 rev. 1h1IM2O1SBEFORE USE. Design valid for use only with Mgei(g) connectors. fib design is based only upon parameters shown, and is for an IndMtlual building component, not �® a buss system. Before use, the building designer must verity the oppllcoblllty of design parameters and properly Incorporate Mis design Into the overall bdidingdeslgn. Bracinglndlc dIstoprevent buckling ofIndividual truss weband/or chord members any, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible persond Injury and piopeM damage. For general guldonce regarding me MOW fabrica0on. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Gue�sr Casio, DS3419 and eat Building Component 69M Parke East Blvd. 3obty NformaBorrwailable ham Truss Rate InsliiNe. 218 N. Lee Sheet, Sine 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 ' ' 1 Cry Ply 7704 CITRUS PARK T16867863 75948 JE JACK -OPEN 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:17 2019 Scale=1:17.0 3.13 11 5.0.0 5.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.13 4-5 >456 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.05 4-5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD GOT CHORD 2x4'SP No.3 WEBS 2x4SP No.3 BOTCHORD REACTIONS. (Ib/size) 5=247/0-8-0, 3=118/Mechanical, 4=52(Mechanical Max Hoe 5=146(LC 12) Max Uplift 5=-245(LC 12), 3=-128(LC 12), 4=-84(LC 12) Max Gmv 5=247(LC 1), 3=118(LC 1), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-2D3/293 Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. Rigid ceiling directly applied. - NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 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 fast 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-M 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) 5=245, 3=128. Joaquin Velez PE No.68182 Nh'Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNWG-VedrydesfgnP .r teraend READNO7 SON] ISANOWOLUOEOMNEKBEFENANCEPAGEM0.7473rev. 1MlY1015BEFOSE USE Design valid for use only with MnekS connectors. This design Is based any upon parameters shown, and is for an IndNltlual bulldog component, not ��- a hum system. Before use, the building designer must veefy the oppllcablllty, of design parameters and papery Incorporate INs design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Truss web and/or chard members only. Addltbncl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal blury and property damage. For general guidance recording the fabircallon, storage, delivery, erection and bracing of Musses and truss systems seeANSVTPl1 Quo" yy Crli DSB49 and 901 Building Component 69N Palle East Blvd. Safety Infoenafbnovalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexantlrla. VA 22314 Tampa, FL 33610 Job Truss Truss Type f r r Oty Ply 7704 CITRUS PARK T76867864 75948 KJ7 DIAGONAL HIP GIRDER 7 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:18 2U19 3x10 11 �...,��.. ..,..��.. .....-.... 4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017frP12014 CSI. TC 0.21 BC 0.26 WB 0.21 Matrix -MS DEFL. in Ven(LL) 0.06 Vert(CT) -0.04 Horz(CT) -0.01 (toe) Vdefl Ud 5-6 >999 240 5-6 >999 240 3 n/a n1a PLATES GRIP MT20 2441190 Weight: 47111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing dimetlyapplied or6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-9 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=102IMechanical, 4=302/Mechanical, 1=358/0-11-5 Max Hoa 1=177(LC 8) Max Uplift 3=-104(LC 8), 4=-416(LC 8). 1=-417(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-504/567 BOT CHORD 1-6=-615/450, 5-6=-615/450 WEBS 2-5=-526f719 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; 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 nonconcunent 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 It, uplift at joint(s) except Qt=lb) 3=104, 4=416, 1=417. 6) 'NAILED' indicates 3-10d (0.148"ri or2-12d (0.148°x&25°) toe -nails per NOS 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 Loads (plf) Vert: 1-3=-54, 4-7= 20 Concentrated Loads (lb) Vert: 12=72(F=36, 8=36) 14=-64(F=-32, 8=-32) 15=94(F=47, 8=47) 16=3(F=1, B=1) 17=-39(F=-20, B=-20) =1:20.0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,&WARNING-WalydeslSnpammefereir dREADNOTES ON MOMDWCLUDEDMITEKREFERANCEPAGEMII.74M.. ldat201e9EPONE USE Design valid for use only with MOek® connectors. ibis design Is based only upon parameters shown, and Is for an IntlNldual building component, not a Muss system. Before use, me building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of IndMduol nss web and/or chord members orty. Additlonal temporary end permanent bracing MfTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fobrkoHom storage, delivery, erection and bracing of Musses and Muss Systems seeANSUIPII QuolNy CdfeM, VS549 and BCSI Building Component 6901, Parke East BNE. Safety Informatbnovolloble from Truss Plate Institute. 218 N. Lee Street. Suae312. Alexondtlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type a y 11 City Ply 7704 CITRUS PARK T76867865 75948 MV2 VALLEY 1 1 Job Reference factional) Chambers Truss, Inc., Fart Pierce, FL 8.240 S Uec 82U18 MI I eK MOUSaIBs, Inc. Wea Apr Z4 Ut:b4:ld ZU IV rages 3x4 i SOD 2 3 Sees =1:6.9 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.06 Vert(LL) n/a - nta 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inner YES W B 0.00 HOrz(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Hoe 1=28(LC 12) Max Uplift 1=-19(LC 12), 2=-35(LC 12) Max Gmv 1=47(LC 1), 2=35(LC 17), 3=25(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15tt; B=45ft; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Beading at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 2. Joaquin Velez PE Nc.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNWG-Vedrydeslgn parameters end READ NOTES ON TRISAND /NCLUDEDMITEKBEFERANCE PAGEM11i 104I32015BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ��• a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me overall bulldingdodgn. Bracing Indicated 4toprevent buckling oflncMdualtrussweband/or chord members only. Addlibncltemporary and permonentbrochg Welk' Ls always required far stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding Me fabrication. storage. delivery, erection and bracing of busses and truss systems seeANSVIP11 Quo�y Clitoris, DSa-09 raid BCSI bull Compen�nt s909 Parka East BIvO. SaintlyNlOrmalbtmollobie from Truss Plate Institute. 218 N. Lee Sheet Sulfa 312 Alexantlrlo, VA 22314, Tampa, FL 33610 Jab Truss Trues Type • L k Oty Ply 7704 CITRUS PARK T16867866 75M MV4 VALLEY 1 1 Job Reference (optional) unamoens i ruse, Inc., run rlerca, IL C.24usuec oeulamueKInaasmes,mc. vveoH re4V1:a4:1aeu1e 3x4 i 3x4 II LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(IL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb(size) 1=116/4-0-0, 3=116/4-0-0 Max Horz 1=70(LC 12) - Max Uplift 1=-47(LC 12), 3=-76(LC 12) Max Gmv 1=116(LC 1), 3=118(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when she=. 2 3 Scale =1:11.1 PLATES GRIP MT20 244/190 Weight: 131b FT=20% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15fl; B=45ft; L=24ft; eave=4k; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedov(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33610 Date: April 24,2019 Q WARNING- Vedfydeslgn pardmeten cad READ NOTESONTMSAND MCLUDED MREKREFERANCEPAGEM674T3 rev. 1aAaQa15BEFOREUSE *w Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown. and Is for on IndNltlual building component, not a truss system. Before Use, the building designer must verity the applicability of design parameters end properly Incorporate this design Into the overall building design. Brocing lndlcotetl Is to prevent bucking of lndiddual truss; web and/or chord members only. AddlMonol temporary and permanent bracing Is always required for stab011y and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hues systems. seeANSVIPII Gualppyy Criteria, DSB89 and BCSI Building Component sabty Informe8onovailoble from Truss Rate Institute, 218 N. Lee Sheet, State 312. Alevantlrlo. VA 22314, i•�Yl�p f� MiTek' 69N Parke East Bhd. Tampa, FL 33610 Job Truss Truss Type c UA Oty Ply 7704 CITRUS PARK T16867867 75948 MV6 VALLEY 7 1 Job Reference (optional uIMF I MIFF r mss, Inc., an rrerce, " o.24Osuec azaramneernausmes,mc. weanprzaura4naema regal ID:IyR4n9pYKHPhFh53047ng2zNtM2-02vpBu 87CdD2LdkgvOpATcRxsp7lxYGUr7PoNRm2 3x4 II 3 5 4 3x4 2x3 II 3x4 II LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ven(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES W B 0.11 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix-P LUMBER- ,BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=56/6-0-0, 4=84/6-M. 5=23916-0-0 Max Hoe 1=115(LC 12) Maz Uplift 4=-55(LC 12), 5=-157(LC 12) Max Grav 1=56(LC 1), 4=85(LC 17), 5=244(LC 17) FORCES. Ols) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-188/357 Scale: 3/W=l' PLATES GRIP MT20 244/190 Weight: 211le FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 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 1001b uplift at joint(s) 4 except (jt=lb) 5=157. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,&WARNING- Verity Ceslynparemelereead READ MOM ON MIS AND WCLUOEDMREKNE£ENANCE PAGE M67473al 14,1731015eEFORE USE u■�� Design valid for use only with Meek® connectors. The design s based aNy upon parameters shown and Is for an IndMdual building component not a truss system. Before use, the building derigner must verity the applicability of design parameters and properly Incorporate this design Into the overall `�'it■� building design. Bracing indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing pA MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricator, Storage, delivery, erection and bracing of trusses and truss systems. MOANSUMII Quo"y Criteria, DS!-09 and BC31 Building Component 6904 Parke East Blvd.Safetym/ormalbrnvallable ham truss Plate Institute, 218 N. Lae Street Suite 312, Alexantlrla. VA 22 14. Tampa, FL 33610 Job Truss Truss Type ♦ s Oty Ply 7704 CITRUS PARK T76867868 75948 V4 VALLEY 1 1 Job Reference o clonal unambers I toss, Inc., ton rrerW, rL a.z4u s uec o Zino Mu ex MasMmes, Inc. wear Apr zc urae:z r m rn raye r ID:IyR4n9pY%HPhFh53047ng2zNtM2-KRI acaxReptxlHS?sFxsubZ_yk%3Tg5rkoKEkUzNZmO 2-0-0 k 4-0-0 2-0-0 2-0-0 5.00 12 3x4 i 3x6 = 3x4 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (too). Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Ved(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) r/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/17PI2014 Matdx-P LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4SP No.3 REACTIONS. (lb/size) 1=94/4-0-0, 3=94/4-0-0 Max Hom 1=17(LC 11) Max Uplift 1=-50(LC 12), 3=-50(LC 12) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. 3 Scale = 1:7.5 PLATES GRIP MT20 244/190 Weight: 101b FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 arc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 arc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 fora 10.0 psf bottom chord live load nonconcummt with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE 140.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WMNING-Zd1ydes/9npamhhMva4nd1l NOTES ON 171ISAND WCLUDED MmEKRE #U%NCEP4GEMp74T.11ev. 1QWs?015eE1`0BE USE Design valid for use only with Meek@ connectors. Tins design Is based only upon parameters shown, and Is for on indivlduol building component, not a hum system. Before use, the bulidhg designer must verify tine applicabllit y of design parameters and properly Incorporate this design Into Me overall building desgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additionol temporary and permanent bracing WOW Is always regulred for stability and to prevent collapse with possible personal hlury and property damage. For general guldonce regarding the fi904 Parke East Blvd.m fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANBVIPit Cual6byy Criteria, OSb-09 and BCSI building Component Safety Informatbvalloble from True Plate Institute. 218 N. Lee Street Sutie 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type C. x Oty Ply 7704 CITRUS PARK T76867869 75948 VB VALLEY 7 1 Jab Reference (optional) i Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:21 2019 Page 1 ID:IyR4n9pYXHPhFh53047ng2zNtM2-KRl a=ReptxlH54sFuubZvmkXFrfxrkoKEkUzNZmO 4.0.0 8-0-0 _ ' 4.0.0 F- 4-0-0 3x4 i 2.3 II 44 = 3x4 -- Scale=1:14.6 8.0.0 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ved(LL) n/a - n/A 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.07 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=118/6-0-0, 3=118/8-M. 4=248/8-0-0 Max Ho¢ 1=43(LC 11) Max Uplift 1=-77(LC 12), 3=-77(LC 12), 4=-102(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-166/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MAFRS (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 beading. 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 except (jt=lb) 4=102. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-VeroydestgnperametemendREADNOTESON TN/SANDMCLUDW6 KREFERANCEPAGEU17VJrev. 10=2015eEFOREUSE }��� Design valid for use only with MBek®connectors. his deslgn 0 based only upon parameters shown, and is for an incMdual bdldhg component, not a truss system. Before use, the buliding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn, Bracing Indicated is to prevent buckling of IndF4dual truss web and/or chord members only. Additional temporary and permanent bracing ■'qY� MiTek' Is always required for stablllty, and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss systems, seeAN3VTPl1 Cua@v Criteria, D66-09 and 6f71 building Component Parke East Blvd. SObly Inlomralbmvoiloble hom Truss Plate InstlNte, 218 N. Lee 3treei.9ulte312. Alexandr10, VA 22 14. Tampa, FL W610 Job Tnus Thus Type (, c • Oty Ply 7704 CITRUS PARK T76867870 75948 V12 VALLEY 1 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:20 2019 Page 1 ID:IyR4n9pYXHPhFh53O47ng2zNtM2-sETBPExpuW14g7tpIXOdLNOhFtK6IkCMiVebhB2zNZm1 4x5 = 4 3x4 4 2x3 II 3x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ve art n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 Maf ix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=170/12-0-0. 3=170/12-0-0, 4=439/12-0-0 Max Hom 1=70(LC 11) Max Uplift 1=-103(LC 12), 3=-103(LC 12), 4=-207(LC 12) 'Max Grav 1=175(LC 21), 3=175(LC 22). 4=439(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-288/322 Scale=1:18.9 PLATES GRIP MT20 244/190 Weight: 38 lb Fr=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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0-0, Extedor(2) 6-" to 9-0-0, Interior(l) 9-0-0 to 11-34 zone;C-C for members and forces 8 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 Ito uplift at joint(s) except at=lb) 1=103, 3=103, 4=207. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x y 14- 74 offsets are indicated, 6u46 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. t/ r CI-2 c2a 2. Truss bracing must be designed by an engineer. For 0' Id 4 wide truss spacing, Individual lateral braces themselves c may require bracing, or alternative Tot c w Y Q a �� bracing should be considered. ;WEZS u 3 U 3. Never exceed the design loading shown and never Inadequately braced trusses. ays°P stack materials on p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cra car csb r BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-"id' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from Plate rI le in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/rPI 1. re or on req est. SOffWOr6 or upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19%a} time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE r ICC-ES Reports: use with fire retardant. preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the lane of the g p truss unless otherwise shown. specified. 73. Top chords must be sheathed or purllns provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing. section 6.3 These truss designs rely on lumber values or less, if no ceiling is Installed. unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless. indicated otherwise. Min size shown is for crushing only. ��� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. ® BC51: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, (/.��1 ITV ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MBek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 rr Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ® SCA�NY ED RE: 75948 - 7704 CITRUS PARK MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GHAZANFAR SAEED Project Name: 7704 CITRUS PARK Modelampa, FL33610-4115 Lot/Block: Subdivision: Address: 7704 CITRUS PARK City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T16867839 1 A 4/24/19 118 T16867856 GRB 1 4/24/19 12 I T16867840 I Al 14/24/19 119 I T16867857 I GRE 14/24/19 I 13 I T1 6867841 I A2 14/24/19 120 I T16867858 I GRG 14/24/19 I 14 1T168678421A3 14/24/19 121 IT16867859IJ1 14/24/19 1 15 I T16867843 I A4 14/24/19 122 I T16867860 I J3 14/24/19 I 16 1T168678441A5 14/24/19 �243 IT16867861IJ5 14/24/19 I 17 I T16867845 I A6 4/24/19 24 T1 6867862 I J7 14/24/19 I 8 TM67846 I ATA 14/24/19 125 I T16867863 I JE 14/24/19 g I T76867847 I ATB 14/24/19 126 1 T16867864 I KJ7 14/24/19 I 110 1TI68678481B 14/24/19 127 1T16867865IMV2 .14/24/19 I Ill 'IT168678491B1 14/24/19 128 1T168678661MV4 14/24/19 1 112 I T16867850 I B2 J 4/24/19 129 I T16867867 I MV6 14/24/19 13 1 T16867851 B3 4/24/19 130 1 T16867868 1 V4 1 4/24/19 14 1 T16867852 1 B4 4/24/19 131 1 T16867869 1 V8 4/24AJ 9 15 T16867853 B5 4/24/19 32 T16867870 V12 4 9 16 I T16867854 I G 14/24/19 I I 117 1T168678551GRA 14/24/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the - designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,.and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 11111111111 UIN G E N SF 182 ATE OF :�141 D N AL E %%N�� 11111110,j Fl. Cert 6634 Blvd. Tampa R 33610 24,2019 Velez, Joaquin\,—_�/ 1 of 1 Job Truss Truss Type L t OtY Ply 7704 CITRUS PARK T16867839 75948 A HALF HIP 1 1 Job Reference o tional Unambers TrusS, Inc., Von Florae. FL B.Z4VS 108C a ZUIO MI I ex InoUSlne3, InG. WeUAPr Z9 U/:OJ;014U I rage 1 4.8 = SAD 12 4 Scale = 1:58.2 3x4 = 3.6 = 2x3 II 3x4 = 4x5 = 22 5 23 6 7 8 24 25 9 1 &B = 3x4 = 3x6 = 3x4 = 3x8 = 3x6 = 4x5 = 3x6 11 3.10 II 14.0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.23 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.4014-16 >986 240 BCLL 0.0 ' Rep Stress Mar YES WB 0.68 Horz(CT) 0.07 10 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.31 14-16 >999 240 Weight: 182 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 1 Row at midpt 9-11 REACTIONS. (Ib/size) 10=1215/0-3-8, 17=1317/0-8-0 Max Horz 17=224(LC 12) Max Uplift 10=-657(LC 12), 17=-736(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -Aft tomes 250 (Ib) or less except when shown. TOP CHORD 1-2=-16B7/1031, 2-3=-2082/142B, 3-4=-2022/1362, 4-5=-2401/1667, 5-7=-2241/1517, 7-8=-2241/1517, 8-9=-1475/995, 9-10=-1159/850 BOT CHORD 1-17=-1175/1806, 16-17=-1451/1806,14-16=-1339/1854,13-14=-1667/2401, 11-13— 995/1475 WEBS 4-14=-445/662, 5-14=-232/260, 7-13=-312/303, B-13=-637/935, e-11=-889!/28, 9-11=-119611775,2-17=-1062/1051 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-4, Interior(1) 3-5-4 to 10-". Exterior(2) 10-0-0 to 14-10-5, Interior(1) 14-10-5 to 34-2-9 zone; cantilever left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 1001b uplift at joint(s) except (jt=lb) 10=657, 17=736. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-Ven1ydesr9n psromeferosnd READ NO7ES ON THIS AND INCLUDED MITEKREFERANCEPAGEM6)Q3 roe 1aT12015 &E ORE USE Design valid far use only with M7ek& connectors. this design Is based only upon parameters shown. and Is for an hdlvldual building Component, not a truss system. Before use, the building designer must verity the oppllcobllily of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Is to prevent bucWing of Individual trucsweb and/or chord members only. Addi lonal temporary and permanent bracing M OIC Is always required for stabllay and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fobrlcatlon, storage, delivery, erection and bracing of trusses and truss systems. seeµ6171p11 CuNM ClkrrM, OSB49 and 1C616uilding Component 6904 Parke East 8W. satisfy Infonnationovallable from Truss Rate Institute, 218 N. We Street 3une 312, Alexandra, VA 22314, Tampa, FL 33610 Job Truss Truss Type L 1 City Ply=CITRUST16867840 75948 Al HIP 1 al cnamoers i was, Inc., ton tierce, VL 8.241)S Use 82Ul 8 MI l ex mammas. Inc. Wed 4xB = 4 22 23 2x3 II UB = 5 24 6 Scale = 1:58.2 45 = 2x3 11 3x4 = axe 3x8 = 3,6 3x4 = 6x6 = 3x10 II id-0 11-0°I lay I 'St1 1200 1909 26o0 7D N 1 aa-a-s t-0d 6+s aTOO Plate Offsets(X,Y)-- 11:0-1-14Edgel 14:0-5-40-2-0116:0-5-40-2-01 f16:0-0-4Edael LOADING (pat) SPACING- 2-" CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) -0.2014-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.3614-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 9 file We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.2614-15 >999 240 Weight: 1801b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=1215/0-3-8, 16=1317/0-8-0 Max: Herz 16=152(LC 11) Max Uplift 9=-645(LC 12), 16= 749(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1799/1120, 2-3=-2100/1435, 3-4=-1935/1426, 4-5=-2029/1557, 546=-2029/1557, 6-7=-1693/1234 BOT CHORD 1-16=-1185/1840, 15-16— 1287/1840, 14-15=-1287/1840, 12-14=-1165/1771, 10-12=-955/1524,9-10=-934/1308 WEBS 4-14=-106/311, 4-12=-259/441, 5-12=-432/444, 6-12=-467/696, 7-10=-93/370, 7-9=-1587/1177, 2-16=-816/861 Structural wood sheathing directly applied or 3-3-3 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 no bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Extedor(2) 0-0-0 to 3-5-4, Intedor(1) 3-5-4 to 12-0-0, Exterior(2) 12-0-0 to 16-10-5, Interior(l) 16-10-5 to 26-0-0, Extedor(2) 26-0-0 to 30-10-5, Interior(1) 30-10-5 to 34-2-9 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi 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 gt=lb) 9=645, 16=749. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING- Vedlydesrgn PammetemwdREADNOTESONTNrSANOWCLUOEOMOEKAEFENANCEPAGEM474T1rev. 16T32015SEFONEUSE �■�- Deslgn void for use only with MBeM connectors. Phis design Is based only upon parameters shown, and b for an Individual building component, not a truss system. Before we, me building designer must verity the appllcabriiy of design parameters and papery Incorporate this design Into the overall +•�q bulidingdeslgn. Bracing Indicated Is to prevent bucking of hcMdual frussweb and/Of Chord Members only. Additional temporary and pennanambiacing MOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrcatlon, storage, daltwxy. erection and bracing of trusses and truss systems WeANSUIPit Quality Criteria. DSM9 and SCSI Building Component 69o4 Parke East Blvd. Bath Informalbmvalable from Truss Plate Institute, 218 N. Lee Street, Sulte 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type S r Ory Ply 7704 CITRUS PARK T16867841 75948 A2 HIP 1 t Job Reference (optional) Chambers Truss, Inc.,. Fort Pierce, FL 8.240 a Uea 6 Zola MI I ex Industries, Inc. W ea Apr 24 07:53:53 2019 d Scale=1:58.2 4x6 = 3z4 = bx6 = 4 22 5 6 3x6 = 2z3 11 3x6 = 3x8 = 3x6 = axis = 3x5 = 3x6 11 3.10 II 1+ 10-0 7-82 1000 26-0a 2d312 34i5 r1-0-0 68-0 6312 I 100E I 63-12 MO. 04-o Plate Offsets (X Y)-- f1:0-3-0 Edgel f16:0-0-4 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.25 11-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 VergCT) -0.4911-13 >812 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 .Code FBC2017/TPI2014 MatmFMS Wind(LL) 0.2813-15 >999 240 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc pudins, BOT CHORD 2x4 SP M 31 'Except' - except end verticals. 12-14:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or6-1-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 9=1215/0-3-8, 16=1317/0-8-0 Max Horz 16=182(LC 11) Max Uplift 9=-645(LC 12), 16=-749(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1850/1153, 2-3=-2129/1436, 3-4=-1833/1335, 4-5=-1655/1327, 5-6=-1498/1204, 6-7— 1685/1214,7-8=-1485/1037, 8-9=1174/859 BOT CHORD 1-16=-1195/1874, 15-16=-1296/1944, 13-15=-1296/1944, 11-13=-1107/1690, 10-11=-927/1346 WEBS 3-13=-301/272, 4-13=-190/410, 5-11=398/304, 6-11=-173/386, 7-11=67/294, 7-10=458/413, 8-10=-994/1426, 2-16=-757/801 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-4, Interior(1) 3-5-4 to 14-0-0, Exterior(2) 14-0-0 to 19-0-0, Interior(1) 19-0-0to 24-0-0, Exterior(2) 24-0-0 to 28-10-5, Intedor(1) 28-10-5 to 34-2-9 zone; cantilever left exposed ;C-C for members and farces & 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 01=I1s) 9=645, 16=749. Joaquin Velez PE No.68182 MTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verfly aeslgn parameters aria READ NOTES ON INS AND INCLUDED MREK REFERANCE PAGE M11-7423 rev. IdAtS2016 BEFORE USE �■R- Design valid for use only with Mi connectors. lhh dedgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify me oppllcobility, of design parameters and properly Incorporate Mis design Into Me overall bulldingdosgn. Bracing Indicated Is to prevent buckling of individual truss"th and/or chord members only. AddMonal temporary and permanent bracing ■•L Y[�S■a Welk' Is always required for nobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding to fabrlcction. storage, delivery. erection and bracing of trusses and truss systems. seeANSVrPl1 Qua CrlMrb, D36d9 and BCSI building ComponMf fi904 Parke East Blvd. Solely Yr1anTOtbrcrvoiiobleteom Truss, Plate Institute. 218 N. Lee street. Suite 312. Alexontlrlo. VA 22 14. Tampa. FL 33610 Job Truss Truss Type L , Oty Ply 7704 CITRUS PARK T76867842 75948 A3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.240s Dec 62018 MiTek Industries, Inc. Wed Apr 2407:53:54c2019 48 = 5.00 FIT 5x6 = 5 22 23 24 6 Scale = 1:59.7 9 la 3.6 = 2x3 11 3x6 = 3x4 = 3xB = M — 3x5 = 3x6 II 3xe II -0o 1-ba 7-&5 M11 22-0-0 30.3sal112 30-05 -0.5 11001I c1 ea-n 1 e0o 1 z 1 ao-e I Plate Offsets(XY)-- 11:0.3-0Edge112:0-0-120-1-12115:0-5-40-2-4116:0-3-00-2-41 rl6:0-0-81-1-01116:0-"0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ii L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) -0.24 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ven(CT) -0.52 13-15 >757 240 BCLL 0.0 Rep Stress Incr YES WS 0.58 Hotz(CT) 0.06 9 1 n/a BCDL 10.0 Code FBC2017/TP12014 Mati Wind(LL) 0.33 13-15 >999 240 Weight: 1811b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* - 1-14: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. WEBS 1 Row at midpt 3-13, 5-12, 7-12 REACTIONS. (lb/size) 9=1215/0-3-8, 16=1317/0-8-0 Max Holz 16=212(LC 11) Max Uplift 9=-645(LC 12), 16=-749(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 1915/1185; 2-3=-2179/1432, 3-5=-1719/1243, 5-6=-1425/1188, 6-7=-1632/1179, 7-8=-1528/1047, 8-9=-1196/845 BOT CHORD 1-16=-1200/1926, 15-16=-1302/2011, 13-15=-1302/2011, 12-13=-94B/1531, 10-12=-945/1407 WEBS 3-13=-525/382, 5-13=-126/428, 5-12=-286/148, 6-12=-90/342, 7-10=-434/444, 8-10=-1031/1518, 2-16=-719f7l9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34tt; eave=4tt; Cat. II; Exp C; Encl., GCpii 18; MWFRS (directional) and C-C Extedor(2) 0-" to 3-5-4, Intenar(1) 3-5-4 to 16-0-0, Exterior(2) 16-0-0 to 20-10-5, Interior(1) 20-10-5 to 22-0-0, Extedor(2) 22-M to 26-10-5, Intedor(1) 26-10-5 to 34-2-9 zone; cantilever 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 pat bottom chard 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 fall by 2-0-0 wide - will fit between the bottom chord and any other members, with BCDL=10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except (jt=lb) 9=645, 16=749. Joaquin Velez PE No.68182 Ill USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 24,2019 Q WARNING -Verify Eeslgn Peremetersend REx1D NOTES ON TNISAND INCLUDED MREKBEFERANCEPAGEalluMnmv. 16Aa20150EFOREUSE Design valid for use only with Miele® connectors. Phis design is based only upon parameters shown, and Is for an IndMtlual building component, not �• a hum system. Before use, the building designer must venfy me appllcobllily of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse calm possible personal injury and properly damage. For general guidance regarding fire fobricallon, storage, delivery, erection and bracing of busses and hum systems seeANSVrPII Qu CmeM, D66d9 and 1101 Building Component 6904 Parke East Blvd.Baby IT mtormafbnavallable from Truss Plate InsMule. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. Tampa. FL 33610 Job Truss Thus Type t t City Ply 7704 CITRUS PARK ]HIP T16867843 75948 A4 1 1 Job Reference (optional) mss, ow., run rieiue, rc ts,au s sec o eu to ini i ex muusmes, mc. vvea ur:0j:0D Lu I 5.00 12 4x5 = 4x6 = 6 23 7 Scale = 1:59.7 3x8 = 3x4 = 4X6= 3x4 = 3x4 = 3x6 = 4x4 =' 3x6 11 3.10 II td-0 �-0-0 9-1-10 18-00 2a8a 269-5 30-0d 7-9-10 1 e-to-? 1 zoo sss o-4a Plate Offsets (X Y)-- I1:04-2,0-1-81(4:0-M Edge7 (17:0-04 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(ILL) -0.28 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.6014-16 >661 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 HOa(CT) 0.06 10 n/a n/a BCDL 10.0 'Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-16 >999 240 Weight: 185 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS. (lb/size) 10=1215/0-3-8, 17=131710-8-0 Max Hoa 17=242(LC 11) Max Uplift 10=-645(LC 12), 17=-749(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250'(I11) or less except when shown. TOP CHORD 1-2=-1724/977,2-3=-2122/1336,3-5=-2021/1313,5-6=-1521/1119,6-7— 1334/1107, 7-8=-1519/1134,8-9=-1753/1147,9-10=-1139/835 BOT CHORD 1-17=-1094/1946, 16-17=-1196/1891, 14-16=-1157/1801, 13-14=-745/1334, 11-13=-964/1554 WEBS 5-16=0/274, 5-14=-666/508, 6-14=-249/417, 7-13=-226/295, 8-13=-398/300, 8-11=-181/258, 9-11=-916/1470, 2-17=-1068/948 Structural wood sheathing directly applied or 3-1-4 oc pudins, except end verticals. - Rigid ceiling directly applied or 6-1-0 oc bracing. 1 Row at midpt 5-14, 8-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eavei Cat. II; ExPC; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-4, Intedor(1) 3-54 to 18-0-0, Exterior(2) 18-" to 24-10-5, Interior(1) 24-10-5 to 34-2-9 zone; cantilever 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 pat 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 buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=645, 17=749. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNING- yedlydarairparemetersard READ NOTES ON THI.SAND INCLUDED MITEKREFERANCEPAGE MIL7473rev. 111,01I401BBEFORE USE. ♦ Design valid for use only with MRak®connectors. This design Is based only upon parameters shown, and is for an individual building component, not a muss system. before use, the building designer mustveri/y the applicability of design parameters and property incamorote this design Into Me overall buldingdesign. Bracing indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stablliry 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 Cuamy Citt"i P5349 and fiC61 Building Component 69N Parke East Blvd. Sabty hllaenatbnovoiloble tram Truss Rafe InsfiRAe. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss 7mss Type I I Oty Ply 7704 CITRUS PARK T16867844 75948 AS COMMON 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 24 07:53:55 2019 5.00 rl2 4.4 = Scale=1:58.1 3x8 = 3.4 = 4x6 = 3z8'= 3.6 = 4x4 = 4.6 11 3x10 II 14 O4 a Plate Offsets(XY)-- rl:04-20-1-8](8:03-OEdge119:0-3-00-1-121110:Edge0-3-81 i16:0-0-4Edge1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl -0.31 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.63 13-15 >624 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.60 Hord(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrii Wind(ILL) 0.3313-15 >999 240 Weight: 179 Be FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. WEBS 1 Row at midpt 5-13, 7-13, 9-11 REACTIONS. (lb/size) 10=1215/0-3-8, 16=1317/0-8-0 Max Ho¢ 16=256(LC 11) Max Uplift 10=-645(LC 12), 16=-749(LC 12) FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1771/960, 2-3=-2154/1313, 3-5=-2004/1234, 5-6=-1462/1033, 6-7=-1466/1049, 7-9— 1776/1111, 9-10=-1127/813 BOT CHORD 1-16=-1061/1882, 15-16=-1148/2013, 13-15=-1013/1772, 11-13=-893/1563 WEBS 5-15=-15/329,5-13=-679/491, 6-13=-4911786,7-13=-445/338, 9-11=-799/1425, 2-16=-1033/902 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15N; B=45ft; L=34ft; eave=4R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-54, Intedor(1) 3-5-4 to 19-0-0. Exterior(2) 19-0-0 to 22-54, Interior(1) 22-54 to 34-2-9 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip Di 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 11 5) Pravda mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 10=645, 16=749. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNING-VedNda.19.,saramerenanEREAO NOTES ON TNISANGWCLUOEDMr KREFEFANCEPAGEMI74"rev. 1011032a1SSEFOREUSE Design void for use only with MBek®connectors. This design is based oNy upon parameters shown, and is for an Individual building component, not �® a truss system. Before use. the building designer must verity the oppllcablliN of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of IndNldual wss web and/or chord members only. Addmonal temporary and permanent bracing MiTek- Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSWI1 GuolMkyy CrBedo, gS1141V and BCS15ueding Component 6904 Parke East Blvd. SareM NrnPl fennatiorailoble from Truss ate Insfii 218 N. Lee Street Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Thus Truss Type r r Cry Ply 7704 CITRUS PARK T16B67845 75948 A6 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed 07:53:57 2019 b 45 = 5.00 F12 4x5 = 3x4 = 3x6 = 3,11 = 5x8= 3.10 II 1.40 Scale =1:59.2 18 I 040 Plate Offsets (X Y)-- r1:0-1-10 Edgel f8.0-6-12 Edael rl3:0-0-4 Edcel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in Qoc) Wag Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.33 9-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.67 9-10 >522 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Hou(CT) 0.06 18 We n/a BCDL 10.0 Code FBC2017/TP12014 Matri%-M$ Wind(LL) 0.2610-12 >999 240 Weight: 164 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 8-9: 2x4 SP M 30 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 13=1185/0-8-0, 18=1049/0-7-4 Max Harz 13=221(LC 11) Max Uplift 13=-671(LC 12), 18=-565(LC 12) FORCES. (lb) - Max Comp./Mm Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2= 1555/769, 2-3=-1873/1122, 3-5=-1683/1036, 5-6=-1150/810, 6-7=-1147/802, 9-14=-509/880,8-14=-509/880 BOT CHORD 1-13=-880/1634, 12-13=-1090/1774, 10-12=-916/1536, 9-10_ 570/886 WEBS 5-12=-47/309, 5-10=-664/485, 6-10= 278/555, 7-10=-42/273, 7-9=-10487727, 2-13=-863/885,8-18=-1112/679 Structural wood sheathing directly applied or 3-11-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-5-11 oc bracing. 1 Row at midpt 5-10, 7-10, 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15N; B=45f ; L=31ft; eave=4fb Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-1-2, Interior(1) 3-1-2 to 19-0-0, Exterior(2) 19-0-0 to 22-1-2, Intedor(1) 22-1-2 to 30-2-3 zone; cantilever left 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 nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Bearing at joint(s) 18 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=671, 18=565. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 Q WANNPIG- Vetltytleslgnparametmand READ NOTE50N MX MD DICLUDED MRElrllE ANCEPAGEMIANM toe 141032015BEF08E USE *�- Design valid for use Only with Mali connectors. This design a based only upon parameters shown, and Is for on Individual building component, not la•�Y� a truss system, Safe, use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated Is to prevent buckling of hdNldual truss web and/or chord members only. Addiflonol tem xxory antl permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, areal and bracing of musses and truss systems. seeANSVmII Quality Croats. D5549 and SCSI Building Component Safety Wormatbmvallable from Truss Rate Institute, 218 N. We Street. Suits 312, Alexandria. VA 22314. 6g04 Parke East Blvd.fabrication, Tampa, FL 33610 Jab Truss e 6 , Oty Ply 7704 CITRUS PARKT168fi7846 75948 ATA LATTIsCTYP 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:53:58 2019 Scale=1:35.8 3.6 = 3x6 5x8 MT18HS= 6x8 3.4 ' 3x4 II 6z8 11 M1-0-0 1-0-0 s-ta4 15-1-12 20d-e zika 22-eL - 5E< 83 6-6-0 -0 1-0a Plate Offsets (X Y)-- 11:03-13 0-1-8] [4:0-3-0 Edge] [7:0-3-13 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(L-) -0.34 8-10 >785 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.54 8-10 >492 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Hou(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 8-10 >999 240 Weight: 101 Ito FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=897/0-8-0, 7=897/0-8-0 Max Horz 1= 145(LC 10) Max Uplift 1=-382(LC 12), 7=382(LC 12) Max Grav 1=1073(LC 18), 7=1073(LC 19) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1606/559, 23=-1364/599, 3-4=-166/895, 4-5=-166/895, 5-6=-1364/599, 6-7=-1606/559 BOT CHORD 1-10=-365/1400, 8-10=365/1400, 7-8=-365/1400 WEBS 6-8=0/510, 2-10=0/510,3-5=-2349/810 Structural wood sheathing directly applied or 2-2-0 oc purins. Rigid ceiling directly applied or 10-M act bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-" to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Extedor(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This Mass has been designed for a 10.0 psf bottom chord live load nonconcument 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 fast) on member(s). 2-3, 5-6, 3-5 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 8-10 8) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=382, 7=382. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ®WARNING- Very/ydeslgnparenieferssedREAONOTES ONTHISANDMCLUDEOMREKREFERANCEPAGEM074nrev.1GA020159EFOREUSE. }�wR Design valid for use only wlth Mgek® connectors. fib design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the bullding designer must verify Me applicability of design parameters and property Incorporate this design into the overall ■.�Yq�■I buIldingdosign. Bracing Indicated is to prevent bucklingofIndividual lrussweb and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to weventcollapse with possible personal injury and property damage. For general guldonce regarding Me fabrication, storage, delNery, erection and bracing of hisses and taus systems. socANSVIP11 Quality Criteria, DS349 and IIC516Wding Component 6904 Parke East Blvd. Safety Informationavolloble from Truss Plate Inatlt Ao, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314 Tampa, FL 33610 Job Thus Truss Type r . Oty Ply 7704 CITRUS PARK T76867847 75948 ATB ATTIC 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MTek Industries, Inc. Wed Aor 24 07:53:58 2019 kt;•18 Scale = 1:33.0 3z5 i 5xB MT18HS= 4.12 I 3.4 I 3z4 11 3x10 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.82 BC 0.48 WB 0.33 Matrix -MS DEFL. in Ve 1(LL) -0.30 Ven(CT) -0.47 Hom(CT) -0.02 Wind(LL) 0.15 (loc) Well Ud 9-11 >808 360 9-11 >511 240 8 n/a n/a 9-11 >999 240 PLATES MT20 MT18HS Weight: 98 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E - BOT CHORD Rigid ceiling directly applied or 10-" on bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 8=776/Mechar l,1=876/0-8-0 Max Hoe 1=135(LC 11) Max Uplift 8=-315(LC 12), 1=-373(LC 12) Max Gray 8=958(LC 19), 1=1049(LC 18) FORCES. (Its) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1524/526, 2-3=-1301/573, 3-4=-140/804,4-5=-129/808, 5-6=-1296/589, 6-8=-1531/560 BOT CHORD 1-11=-399/1323, 9-11=-399/1323, 8-9=399/1323 WEBS 2-11=0/470, 6-9=0/576, 3-5=-215ar775 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-M, Interior(l) 3-0-0 to 11-0-0, Extedor(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 20-1-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will tit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psi) on member(s). 2-3, 5-0, 3-5 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) 8=315,1=373. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Elvd. Tampa FL 33810 Date: April 24,2019 Q NARNWG-Ve1/Ndesl9nparamefersand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE W74T3rev. iNaY2p15 BEFORE USE Design valid for use only with MSek® connectors. fits design Is based only upon parameters shown, and Is for an Inc Mducl building component, not ��- a buss system. Before use, the budding designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall buloing design. Bracing Indicated Is to prevent bucking of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stabiiN and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeAN$VrP1t Qua IM Criteria, VS349 and 501 Building Compon*nt 69M Parke East Blvd.Safety hformalbmvoDoble from Tans Rate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 r Ory Ply 7704 CITRUS PARK T16867848 75948 B ROOF SPECIAL 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Inc. Wed Apr 24 07:53:59 2019 6 5.00 12 3x5 = 4x4 = 3x4 II 3xio II 45 = 1-0-0 1-0Q 7-04 11-11-0 19-0-0 21-1-12 25d-2 364a 113 -pp, -0 644 432 ]40 2-1-12 4d4 4&14 ed-0 Scale = 1:59.2 Plate Offsets _(X Y)- r1:0-2-8Edgel r16:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CST. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 -0.21 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.85 F -0.41 12-13 >870 240 BCLL 010 ' Rep Stress Incr YES WB 0.66 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS 0.28 14 >999 240 Weight: 164 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 -Except' 5-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=1084/0-7-3, 16=118810-8-0 Max Hoe 16=225(LC 11) Max Uplift 9=-582(LC 12), 16=-673(LC 12) .FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 15527757, 2-3=-1836/1061, 3-5=-282211778, 5.6---1510/1003, 6-7— 1501/1027, 7-8=-1665/1064, 8-9— 1029/726 BOT CHORD 1-16=-834/1600, 15-16=-1003/1637, 5-13— 353/728, 12-13= 1636/2639, 10-12=-901/1494 WEBS 3-15=-823/607,13-15=-1070/1776,3-13=-611/1028, 2-16=-771/788, 8-10_ 845/1413, 7-12=-299/217,6-12=-414/750, 5-12=-1492/1001 Structural wood sheathing directly applied or4-1-0 oc pur ins, except end verticals. - Rigid ceiling directly applied or 5-9-6 oc bracing. 1 Row at midpt 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L-31 it, eave-4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-1-2, Interior(1) 3-1-2 to 19-0-0, E-0- zterior(2) ?90 to 22-1-2. Interior(1) 22-1-2 to 30-8-7 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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-" 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 100lb uplift at joint(s) except Qt=1b) 9-582, 16=673. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWANNING-Vedlydas/gmpa]emetersemd BEAD NOTES ON THISANOWCLUDEO MREKNEFERANCEPAGEMIF74T3re1.1W11,12015BEFONEUSE �■�' Design valid for use only with MBelcle connector. This design Is based only upon parameters shown, and Is for cn Individual building Component, not a truss system. Before use, the building designer must verity the appllcabllity of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fobticatlon, storage, delivery, erection and bracing of trusses antl truss systems seeANSMII CuedI1yCdfeda, DS549 and BCSI Buldmg CoMPanMlt Safety InformaHonovelable from Truss Plate Institute, 218 N. Lee Sheet SLhe 312 Alexontlrlo. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type t r DIV Ply 7704 CITRUS PARK T16867849 75948 B1 HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 5.24U s DeC b zuln Mn I ex mousmes, Inc. wea nprz4 ura4:uu 2uTa rage T ID:IyR4n9pYXHPhFh53047nq2zNIM2-SOFeCPhGbMEwG2Lz7K3xX9BHQGBx20XIv11dUCZNZmL 11-11b 18-00 20tr0 25-6-1 3tr11-3 1i-0 fi-d-6 43-2 6-0 8 2-0-0 5E-1 Scale = 1:57.0 4x4 = 4x5 = 5.00 12 3.5 = 4x4 = 3.4 II 3x10 II 14.0 1-0a >-Bd 11-11-8 100E 20-0-0 2543e40 I 30-11,3 Itoo ase I 4a-z i M. I z-0D� sa-11 4a.1s b� ad-0 Plate Offsets(X)I-- r1:0-2-8Edgel f15:0-6-40-3-01118.0-0-0Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.23 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.4714-15 >746 240 BCLL 0.0 ' Rep Stress her YES WB 0.66 Horz(CT) 0.10 10 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3214-15 >999 240 Weight: 1691b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc puriins, BOT CHORD 2z4 SP M 30 *Except- - except end verticals. 5-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 2x4 SP No.3*Except* .WEBS 1Row at midpt 5-14 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=1084/0-7-3, 18=118B/0-8-0 Max Harz 18=211(LC 11) Max Uplift 10=-582(LC 12), 18=-673(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All fomes 250 (lb) or less except when shown. TOP CHORD 1-2=-1554/813,2-3=-1837/1109,3-5=-2809/1901,5-6=-1572/1118, 6-7=-1392/1115, 7-8=-1558/1146,8-9=1640/1100,9-10=-1019i/50 BOT CHORD 1-18=890/1601, 17-18=-1071/1636, 5-15=-399/762, 14-15=-1765/2626,13-14=-837/1392, 11-13=-945/1467 WEBS 3-17=-824/648, 15-17- 1154/1788, 3-15=-671/1014, 5-14=-1448/1029, 6-14=-259/440, 7-13= 233/324,8-11=-218/256,2-18=-7691795, 9-11=-890/1364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ff; L=31ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-1-2, Interior(1) 3-1-2 to 18-0-0, Exterior(2) 18-0-0 to 24-4-8, Intedor(1) 24-4-8 to 30-8-7 zone; cantilever 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 nonconcurrent with any other live loads. 5) ' This truss has been designed fair 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 joints) except (jt=lb) 10=582, 18=673. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNING-VeflfFdeslgnper4m W..dREADNOTE ON 1N/SANDWCLUDEDMREKREFERANCEPAGEM&74mmr 10=015REFORE USE *R- Deslgn voila for use only wlM MRBIQ connectors. This tleslgn is based only upon parameters shown and is for an Individual bullding component, not a truss system. Before use, the building designer must verity Me oppllcablIty of tleslgn parameters and properly Incorporate Mk design Into the overall bulldingdeslgn. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing ■�.]YBe■ MOW prevent of Is always required for stablllN and to prevent collapse Wh posable personal Injury and properly damage. For general guidance regarding Me fabAcation storage, dellvery, erection and brocing of twses and hum systems, weANSVFPII Quality Cmnlu, 096-09 and 6CSI totaling Component 6904 Parke East Blvd. Safety tnformatbrnvallable from Truss Rate Institute. 218 N. Lee sheet Suite 312 Alexandria, VA 22314, Tampa, FL 33610 Job Tnus Truss Type z r Dry Ply 7704 CITRUS PARK T16867850 75948 B2 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 24 07:54:01 2019 Page 1 hFh53O47ng2zNtM2-wapOOliuMgMnuCW9h2aA4NkSEaXbnRiv7hUA1 ezNZmK Scale=1:55.4 4.6 = 5.00 F12 4x5 = 4 21 22 5 44 = 2x3 11 3x6 = 3x4 = 3x6 = 4x6 = too ton ast toad azoa 3o-tta 1t¢g11 7.zn 1 TE-15 1 60o I e-tta � oeu Plate Offsets (X,Y)-- f1:0-3-2,Edgel (3:0-3-0 0-3-01 14:0-5-4 0-2-0I 17:0-6-12 Edgel 113:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.19 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 VBn(CT) -0.3910-12 >893 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.80 Horz(CT) 0.06 18 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.2410-12 >999 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M30 WEBS 2x4 SP No.3 *Except* BOT CHORD 7-8: 2x4 SP M 30 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=1185/0-8-0, 18=1049/0-7-4 Max Horz 13=179(LC 11) Max Uplift 13=-671(LC 12), 18=565(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1597/890, 2-3=-1879/1187, 34— 1386/997, 4-5=-1009/862, 5-6=-11361868, B-14=-585/891, 7-14=-5B5/891 BOT CHORD 1-13=-960/1644, 12-13=-1182/1719, 10-12=-1188/1717, 9-10=-833/1245, 8-9=-582/817 WEBS 3-10=-536/399, 4-10=-164/454, 4-9=418/281, 6-9=-125/355, 6-8— 1033f772, 2-13=-767/817,7-18=-1111n52 Structural wood sheathing directly applied or 44-3 cc pudins, except end verticals. Rigid ceiling directly applied or 6-1-2 cc bracing. 1 Row at midpt 3-10, 4-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45ft; L=31ff; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-1.2, Intsmor(1) 3-1-2 to 16-0-0, Extedor(2) 16-0-0 to 204-8, Interior(1) 20-4-8 to 22-0-0, Exterior(2) 22-0-0 to 26-2-12, Interior(1) 26-2-12 to 30-2-3 zone; cantilever 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 nonconcument 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) Bearing at joint(s) 18 considers parallel to grain value using ANSV-P11 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=671, 18=565. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Bald. Tampa FL 33610 Date: April 24,2019 Q WARNING- V41ftydes/1nparemeMrs and READ NOTES ON TNLSAND0ICLUDED MREKREFERANCEPAGEMO.7473 rev. 14'0132015BEFORE USE *�- Deslgn valid for use only Win MOekO connectors. the design Is based only upon parameters showr% and is for on Individual hurtling component, not a truss system. Before use. the building designer must verify Me appllcobillty of design parameters and properly Incorporate this design Into the overall buldingdeslgn. Bracing Indicated sto prevent buckling ofind Ividual huaweb and/or chord membersoniy. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the tabrlcotlon, storage, tlelNery, erection and bracing of busses and buss systems. seeAN11/IPiI Gual2y CrBorla. DS6d9 and BCSI Binding Component SabH htlormatbrrovoilable frem Truss Plofe etsnNte. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. ■.G�'ziYq MiTek- 69M Parke East Bald. Tampa, FL W610 Job Truss Tmss Type r 1 Dry Ply 7704 CITRUS PARK T16867851 75948 B3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:02 2019 Page 1 ID:IyR4n9pYXHPhFh53047ng2zNtM2-OnNOd4jW 7_UeW MVMF15PcaGow4utW722MLEkZ4zNZmJ lA-D Z8< 14-0-0 19-0-0 24-0-0 30�42 36d-D 380-D 13-0 fi-0A &342 5-0-0 5-D-0 I 63-12 &44 F1 0 Sx6 = 4 26 3x4 = 5x3 = 527 28 29 6 Scale: 3/16'=l' 3x8 = 3x4 11 3.6 = M = 3x6 = 3x6 - 3x4 11 3xe 3x10 11 3xlo 11 -0-0 38fi 1-0-0 >di 14-0-0 2C 30.}12 360-0 3) 1-0-0 6d-0 63-12 10-00 63.12 0 o OiL Plate OHsets(XYl— rl:0-4-20-1-81 f4:0-3-00-2-41 f6:0-3-00-2-41 f9:0-4-20-1-81 f10:0-0-4Edae7 f1T0-0-4Edae1 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.32 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.6513-14 >654 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.09 10 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matini Wind(L-) 0.3714-16 >999 240 Weight: 1851to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 -Except' 12-15: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or3-7-13 oc puffins. BOT CHORD -Rigid ceiling directly applied or 5-11-13 oc bracing. REACTIONS. (lb/size) 17=140610-8-0, 10=1406/0-8-0 Max Horz 17=-216(LC 10) Max Uplift 17= 798(LC 12), 10=-744(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2015/1277, 2-3=-2309/1569, 3-4=-2038/1475, 4-5=-1B48/1459, 5-6=1848/1459, 6-7=-2038/1475, 7-8=-2309/1569,8-9= 2015/1277 BOT CHORD 1-17=-1315/2037, 16-17=-1330/2119, 14-16=-1330/2119, 13-14— 1192/1957, 11-13=-1315/2037,10-11=-1315/2037, 9-10=-1315/2037 WEBS 3-14=-282/266, 4-14=-246/471, 5-14=-306/232,5-13=306/232, 6-13=-246/470, 7-13=-283/266, 2-17=-800/848, 8-10=-800/848 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=45ft; L=3811; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 14-0-0, Exterior(2) 14-0-0 to 19-4-8, Interior(1) 19-4-8 to 24-0-0, Exterior(2) 24-0-0 to 29-4-8. Interior(1) 29-4-8 to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS far 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 fora 10.0 psf bottom chord live load honconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 10011b uplift at joints) except (jt=1b) 17=798, 10=744. Joaquin Velez PE No.66162 MiTek Ui Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNING. Verllydes/gnparemetem=dR ADNOTESONTN/SANDMCLUDEDM?EKNEFERANCEPAGENA7P/ mr ldD frr56EFOREUSE �■� Design valid for use only with Mnek® connectors. ihls design b based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate rats 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 b always required far stability and to prevent collapse with possible personal Wury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVB'l1 Caal CMedo. DS349 and BCSI Building Companalt Sably Nformatbrxrvailable ham Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 6904 Parke East I Tampa, FL 33610 Jab Truss e 1, Oty Ply 7704 CITRUS PARKT7675948 7Hpss B4 1 1 Job Reference (optional) Gnarrloer5 I WSW, Inc., von Ylerce, rL ]-6-6 12-0-0 19-0-0 a.24V s uec b 2u1 a MI ek mausme5, mc. VVea Apr 24 UGb4:u3 2u19 Pagel ID:IyR4n9pYXHPhFh53047ng2zN1M2-szxmg07BuHcV7V4YoTce9opknUEaFO_Cb?zH5XzNZMI 2600 3a-3-11 3&9-0 r1d-O id-0 fi-4-5 4-3-11 ]-0-0 I3840I 7-PO d-3-11 fid-5 1d-0 Scale: 3/16'=1' Sz8 3.4 11 Sx8 = q nn 175- 4 27 28 5 29 30 6 e 3.8 = 3.4 11 3x4 = 3.6 - 3x8 = 34 = 30 = 3x4 11 3x8 3.10 II 140 39-00 1�a )-05 12UD 1900 260.0 Will we W4 1.00' sbs I aS11 )-0a I as-11 sss Taber Plate Offsets(X,Y)-- fl:0-4-20-1-8114:0-5-120-2-87,f6:0-5-120-2-81 f9:0-4-20-1-87 (10:0-0-0Edgel (18:0-0-4Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.26 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.4912-14 >869 240 BCLL 0.0 ' Rep Stress Inch YES WB 0.49 HOrz(CT) 0.09 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.34 14 >999 240 Weight: 1871b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 -Except' - 13-15: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=140610-8-0, 10=1406/0-8-0 Max Harz 18=-185(LC 10) Max Uplift 18= 798(LC 12), 10=-744(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1967/1245, 2.3- 2276/1565, 3A=-2140/1570, 4-5=-2338/1759, 5-6=-2338/1759, 6-7=-2140/1570,7-8=-2276/1565,8-9=-1967/1245 BOT CHORD 1-18=-1304/2001, 17-18=-1319/2001, 16-17=-1319/2001, 14-16=-1206/1961, 12-14=-1191/1961,11-12_ 1304/2001,10-11=-1304/2001, 9-10=-1304/2001 WEBS 4-16=-111/300. 4-14=-360/581, 5-14=-428/446, 6-14=-361/581, 6-12=-111/300, 2-18=-836/893, 8-10=-836/893 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=15ft; 8=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-", Extedor(2) 12-M to 17-4-8, Interior(l) 17-4-8 to 26-0-0, Exterior(2) 26-0-0 to 31-4-8, Interior(1) 31-4-8 to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 18=798, 10=744. Joaquin Velez PE No.68182 Mirek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WABNWO- Ver/fy dssfgn paremeters.dREAD NOTES ON TNISAND INCLUDED AlmWREFENANCEPAGEAM-7473 rev. 1OTa2015BEFOBE USE ♦�■�- Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a nuss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this dedgn Into the overall bullding design. Bracing hdloated B to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stcrouty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, doWeiy, erection and bracing of tresses and Muss systems seeAN$VrPII QuaQs. Cill 03549 and SCSI Suldklg Component Salrty WomlatbMvoliable Mom Truss Rate InstlMe, 218 N. Lee Stoat, Suite 312, Alexandria, VA 22314. MOW 69M Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type I s Oty Ply 7704 CITRUS PARK T76867853 75948 B5 Hip 1 1 Job Reference (optional) Gnamoers I N9s, Inc., ran rlerce, rL e.4Vu5 uec o Lura entree muu5mes, n, vveu npr z4 ur:04:uV ZU Itl Skit = 3x4 II 5.00 F12 4 28 5 29 3x6 = 3x4 = 5x8 = 6 7 30 31 8 Scale: 3/16'=1' 4xB = 3x4 = 3.6 = 3xB = 3x4 = US = 3x4 = 4x6 = 3x10 11 3.10 II 1-0-0 38-0 1Qa 10-00 1699 21.11-) 20-0-0 368-0 W4. 1 a-eo so-e I sm1a I sae a-6-0 40 Plate Offsets (X Y)— 11:0-1-2 Edgel 14:0-5-12 0-2-81 18:0-5-12 0-2-81 111:0-1-2 Edgel 112:0-0-4 Edgel f19:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lea) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.31 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Ven(CT) .0.5516-18 >774 240 BCLL 0.0 ' Rep Stress Met YES WB 0.59 Horz(CT) 0.10 12 n/a Na BCDL 10.0 Code FBC2017/rP12014 MaM*MS Wind(LL) 0.4216-18 >999 240 Weight: 186 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=140610-8-0, 12=1406/0-8-0 Max Horz 19=-155(LC 10) Max Uplift 19=-798(LC 12); 12=-744(LC 12) FORCES. Ili - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1825/1188, 2-3=2255/1623, 3-4=-2216/1564, 4-5=-2701/1969, 5-7=-2701/1969, 7-8=-270211970,8-9=-2216/1564,9-10=-2255/1623,10-11=-1825/1189 BOT CHORD 1-19=-1346/1957, 16-19= 1361/1957, 16-18=-1259/2034, 15-16= 1702/2702, 13-15=-1243/2034,12-13=-1346/1957,11-12=-1346/1957 WEBS 4-16=-601/883,5-16=-336/359,7-15=-378/358, 8-15=-603/894, 2-19=-1150/1151, 1D-12= 1150/1161 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=45ft; L=38%; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 10-0-0, Exterior(2) 10-0-0 to 15-4-8, Interior(1) 15-4-8 to 284)-1 Extedor(2) 28-0-0 to 33-4-8, Interior(1) 33-4-8 to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 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 uplitt'at joints) except (jt=lb) 19=798,12=744. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 A WARNING -Verilytleslgn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE lVei rev. IG032015 BEFORE USE *�- Design valid for use only with MTaka, contractors, 'Mrs design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of lndiukii truss web and/or chord members only. Additional temporary and permanent bracing pp.�T IY1�TBk• Ls 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. seeANStnPI1 Cuo16y CMeM, D46-09 and lC5l Building Component 69U Parke East BNd. SafetyN/omra8orlavollable from Truss Plate Institute. 218 N. Lee Sheet Sulfa 312 Alexandria VA 22314. Tampa, FL 33610 Job Tn1ss Truss Type x Cry Ply 7704 CITRUS PARK T76867854 75948 G HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:05 2019 Page 1 ID:IyR4n9pYXHPhFh53047ng2zNtM2- M3XF6]POvsDNpDxwuf6EDuBhH?kjOcV2JSOAPzNZnG _ 5-7-3 I 64-13 8-004 4aI 22-0.-001160 A Scale =1:37.7 4x4 = 4x4 = 3x4 = 3x10 11 — 3x4 = 3x4 = — 3.10 LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FSC2017/TPI2014 CSI. TC 0.38 BC 0.42 WB 0.23 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl L/d -0.10 10-11 >999 360 -0.1911-13 >999 240 0.02 9 n1a n/a 0.13 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 96lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=814/0-8-0.9=814/0-8-0 Max Horz 13=132(LC11) Max Uplift 13=A85(LC 12), 9= 430(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-911/530, 2-3_ 1107/794, 3-0=-914/660, 4-5=-817/664, 5-6=-914/660, 6-7=-11071794, 7-8=-911/530 BOT CHORD 1-13= 618/950, 11-13= 630/950, 10-11=AO3/817, 9-10=619/950, 8-9=-619/950 WEBS 3-11=-211/253, 6-10=-212/253, 2-13=-544/757,7-9=-544/757 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Extedor(2) 10-0-0 to 16-2-15, Interior(1) 16-2-15 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 13=485, 9=430. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WANNWG-9aiydesl9nparernetersamIREADNOTES ON MZMDWCLUDEDMREKFEFERANCEPAGEM 74TJmv. 1o=er01S9EF0REUSE ��®® Design volld forum oniywith Mirekel connectors. This design Is based only upon parameters shown, and a for an Individual bulldIng component not a truss system. Before use, the bullding designer must verity the appllcablllty, of design parameters and wopery Incorporate th6 design Into the overall �1Y� bustling dosign. Bracing inacated 4 to prevent buckling of Individual Mm web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stabslty, and to prevent collapse with possible personal mlury and property damage. For general guidance regarding Me fabricalion, storage, delNery, erection and bracing of Muses and puss systems seeANSUIPII Dualppyy CrBub, D5549 and BCSI Budding Component 69M Parke East BNd. Safety tolormallonovallabie from Truss Plate Irsstinute, 218 N. Lee Sheet Suite 312. Aiexantlrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type r . Ory Pty 7704 CITRUS PARK T76867855 75948 GRA HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:08 2019 Page 1 ID:IyR4n9pYXHPhFh53047ng2zNtM2-DxkfuBnHigEnEHyVbOCpsrW f6V01wdy)&Hh2mkzNZmD 1d0 43-14 aD0 F 13hs 186-14 z8-9-7 z940 34as 1-0-0 2-11-14 142 S 5 5-2-9 12-9 52-9 5-0.5 5.00 72 3x4 = 5x10 \\ 5x8 = 3x4 = 2x3 II 4x6 = 3x4 3x4 = as as m ao ar ae ae rc w .r �c .0 5x6 = 4x6 = 3x4 = 3x6 = 3x4 = 3x6 = 4x5 = I� d BDO I d1Bd-4 357 11�2d1J-9 9 29Da 36-05 5.2.9 I 605 0.o Scale=1:58.2 4x5 = 3x6 11 Plate Offsets(XY)- f3:0-6-4,0-2-121 f6:0-3-0Edgel f18:0-1-10-2-91 f18:0-3-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.49 14-16 >807 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) .0.3814-16 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.76 Horz(CT) -0.09 10 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 3691b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 2-18: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-3 cc bracing. REACTIONS. (lb/size) 10=2655/0-3-8, 18=245210-8-0 Max Horz 18=179(LC 21) Max Uplift 10=-2886(LC 8), 18=-2524(LC 8) FORCES. (lb) - Max Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-713/559, 2-3=-4614/4947, 3.4=-5942/6501, 4-5=-6320/6870, 5-7=-6320/6870, 7-8=-5485/594518-9=-3409/3681,9-10=-2503/2690 BOT CHORD 1-18=-630t762, 17-18=-8091773, 16-17=-4625/4187. 14-16=-6501/5942, 13-14=-5945/5485,11-13=-3681/3409 WEBS 3-17=-254/339, 3-16=-2218/2076, 4-16=-84M850, 4-14=-471/450, 5-14=544/554, 7-14— 1103/994,7-13=-1100/1171,8-13=-2699/2474,8-11=-1930/2061, 9-11=-4330/4009, 2-18=-2269/2550,2-17=-3819/3430 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row 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, 2x6 - 2 rows staggered at 0-9-0 oc. 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 (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsh h=15ft; B=45ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL--1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 Ito uplift at joint(s) except (jt=lb) 10=2886, 18=2524. Joaquin Velaz PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNING- Versydedlgnparemefersantl READNOTES 0NTNL9ANDWCLUDEDMREKREFEAANCEPAGElIfl rev. 10N12015BEFOREUSE. Design valid for use only with Mifekg connectors.'lNs design Is based only upon parameters shown. and Is for on Inc Mdual building component, not a truss system. Before use. Me bullding designer must verity, the applicability of design parameters and properly Incorporate MIS design Into Me overall building design. Bracing Indicated is to prevent Welding of hdivlducl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slablllty and to prevent collop5e with pomble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of musses and truss systems. seeANSVTPII Quo Criteria. DS549 and BCSI Building Component 69M Parke East BNd. Safely Inforrl rationavalloble from Truss Plate Inslitute, 218 N. We Street. Suite 312. Alexantltla. VA 22314. Tampa, FL 33610 Job Truss Truss Type t r Qty PIY 7704 CITRUS PARK T76867855 75948 GRA HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 201 a MlTek Industries, Inc. wed Apr 24 07:54:08 2019 Page 2 ID:IyR4n9pY%HPhFh53047ng2zN1M2-DldduBnHigEnEHyVbOCpsrWf6V01wdyxkHh2mkzNZmD NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1381b down and 333 lb up at 8-0-0, 106 lb down and 188 lb up at 10-0-12, 106 It, down and 188 lb up at 12-0-12, 106 lb down and 188 lb up at 14-0-12, 106 Ile down and 188 lb up at 16-0-12, 106 lb down and 188 Ito up at 18-0-12, 106 Ile down and 188 Ile up at 20-0-12, 106 It, down and 188 lb up at 22-0-12, 1061b down and 188 lb up at 24-0-12. 106 lb down and 188 lb up at 26-0-12, 106 lb down and 188 lb up at 28-0-12, 106 Ile down and 18816 Up at 30-0-12, and 106 lb down and 188 lb up at 32-0-12, and 129 lb down and 181 Ile up at 34-2-9 on top chord. and 3281b down and 583 Ile up at 8-0-0, 79 lb down and 139 lb up at 10-0-12. 79 Ile down and 139 It, up at 12-0-12, 79 lb down and 139 lb up at 14-0-12, 79 lb down and 139 Ile up at 16-0-12, 79Ib down and 139 lb up at 18-0-12, 79 lb down and 139 lb up at 20-0-12, 79 lb down and 139 lb up at 22-0-12, 79 Ile down and 139 lb up at 24-0-12, 79 lb down and 139 It, up at 26-0-12, 79 It, down and 139 lb up at 28-0-12, 79 lb down and 139 lb up at 30-0-12, and 79 lb down and 139 lb up at 32-0-12, and 96 Ile down and 131 lb up at 34-2-9 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform. Loads (plf) Vert: 1-3=-54, 3-9=-54, 10-19=-20 Concentrated Loads (lb) Vert: 3— 132(F) 6=-106(F) 9=-129(F) 10=-63(F) 15=-55(F) 17=-328(F)7=-106(F) 13=-55(F)22=-106(F)23=-106(F)24=-106(F) 26= 106(F) 27— 106(F) 29_ 106(F) 30=-106(F)31=-106(F) 32=-106(F)33=-106(F)34=-55(F)35=-55(F)36=-55(F) 37=-55(F)38=-55(F) 39=-55(F)40= 55(F)41=-55(F) 42=-55(F)43=-55(F) Q WABNMO. Vedfy Eesrgnpm4melemenCBEADNOIF9 ON MZANDINCLUDEDMNEKBEFE NCEPAGEM674"... 10MIXOISBEPORE USE. Design valid for use only with MOek® connectors. lhb 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 oppllcabllity of design parameters and properly Incorporate ih6 design into the overall building design. &acing Indicated B to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding the fabrlcatlom storage. dell mry. erection and bracing of trusses and truss systems, seeANSVml1 Quality CMedo, DSB49 antl SCSI Balding Component 69N Parke East Blvd. Solely Informationovaiiable from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexondrrm VA 22314. Tampa, FL 33610 Job Truss Truss Type t r Of Ply 7704 CITRUS PARK T76867856 75948 ERE HIP GIRDER 1 2 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 5.240S use 62U16 Mr I ex industries. Inc. Wed 07:54:12 2019 Page 1 5x8 MT18HS= 6.00 12 3x4 = 3 26 27 4 28 29 30 3x4 11 5x8 MT18HS= 5x8MTiBHS= 3x4= 31 5 6 32 - 33 734 35 36 B Scale: 3/16'=1' 18 37 17 16 38 39 40 16 41 42 14 4B13 44 12 6x8 = 3x6 =3x5 = 3x8 = 3x5 =3x6 = 6,03 = Ira ME 1-4-0 30-0-0 lU-0 43-14 bee W14 19-00 24-52 3D00 33-8-2 368-a 3h110 t zT ni4 sa-z ss14 I fisz ssz W. aez �z-11-te�o4o rm 10 Plate Offsets(X1')-- 12:0-3-40-2-01 (3:0-5-120-2-81 [6:0-4-0Edge] 18:0-5-120-2-81 (9:0-3-40-2-41 (11:0-1-10-2-91 f12:0-3-80-3-01 f78:0.3-80-3-01 (19:0-1-10-2-91 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.64 14-15 >666 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Ven(CT) -0.5014-15 >856 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO W B 0.83 Horz(CT) -0.11 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 390 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 2-19,9-11: 2x6 SP No.2 REACTIONS. (lb/size) 19=2667/0-8-0.11=2668/0-8-0 Max Hom 19=-124(LC 6) Max Uplift 19=-2777(LC 8), 11=-2724(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. FORCES. fill) - Max. CompJMax. Ten. -All forces 250 (Ill) or less except when shown. TOP CHORD 1-2=-759/627, 2-3=5076/5492, 3-4=677017470, 4-5= 7418/8164, 5-7=-741B/8164, 7-8=$772f7475, 8-9=-5077/5500, 9-10=ass/678 BOT CHORD 1-19=-696/806, 18-19---696/854, 16-18=-4945/4611, 15-16=-7291/6770, 14-15=-7296/6772,12-14=-4953/4612,11-12= 741/806, 10-11=-741/806 WEBS 2-18=-4256/3864,3-18=-222/321,3-16=-2743/2577,4-16=-1059/1074,4-15=-8171787, 5-15=-558/570, 7-15=-811f784,7-14=-1060/1073,8-14=-2740/2578, 8-12=-218/321, 9-12=4254/3864,2-19=-2468/2783, 9-11=-2469/2755 NOTES- 1) 2-plytmss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 raw at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 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 (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsi h=15ft; B=45f ; L=38ft; eave=5fb Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 8) ` This truss has been designed for a jive 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jotnt(s) except 61=11b) 19=2777, 11=2724. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWANNWG-Yedlydesf9npammefeMxnd BEAONOTES ONTH/S DWCLUDWD KNEFENANCEPAGEU&7M13 . 14=015BEFONEUSE �■�- Design valid for use only with MOelt® connectors. This design Is based My upon parameters shown, and b for an Individual building component, not a buss system. Before use, the bulltling designer must verity the opplicoblllty of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucIdhg of Individual huss web and/or chard members orry. Motional temporary one permanent bracing MiTek' is always required for stabillty 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 huss systems, seeAN31/ipli Qualih CReM, D58-09 and BCSI auldMg tampon*nt 69M Pa*e East BNd. L Safety InfomlatblMvollobie from Truss Rate Institute. 218 N. We Sheet, Suite 312. Alexandria. VA 22514. — Tampa, FL 33610 Job Truss Thus Type s 1 Dty Piy 7704 CITRUS PARK T16867856 75948 GRB HIP GIRDER 1 2 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTak Industries, Inc. Wed Apr 24 07:54:12 2019 Page 2 ID:IyR4n9pYXHPhFh53O47ng2zNtM2-5i_AjVgom2kDluGHgsHI0hhKc6MBsOyXMGvVZNZm9 NOTES- 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 179 Ib down and 334 lb up at 8-0-0. 106 lb down and 188 Ib up at 10-0-12, 106 lb down and 188 lb up at 12-0-12, 106111 dawn and 188 lb up at 14-0-12, 106 Ib dawn and 188111 up at 16-0-12, 106 lb down and 188 lb up at 18-0-12, 106 Ito down and 188 Ib up at 19-11-4, 106 lb down and 188 lb up at 21-11-4, 106 Ito down and 188 Ib up at 23-11-0, 106 lb down and 188 lb up at 25-114, and 106 lb down and 188111 up at 27-11-4, and 179 Ib down and 3341b up at 30-0-0 on top chord, and 328 Ib down and 583 lb up at 8-0-0, 79 Ib down and 139 Ib up at 10-0-12, 79 He down and 139 He up at 12-0-12, 79 to down and 139 lb up at 14-0-12, 79 Ib down and 139111 up at 16-0-12, 79 lb down and 139 lb up at 18-0-12, 79 Ib down and 139 Ib up at 19-11-0, 79 It, down and 139 Ib up at 21-11-4, 79 Ib down and 139 Ib up at 23-11-4, 79111 dawn and 139 lb up at 25-11-4, and 79 lb down and 139111 up at 27-11-4, and 328111 down and 583 Ib up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plI) Vert: 13=-54, 3-8=-54, 8.10=.54, 20-23_ 20 Concentrated Loads (Ib) Vert: 3=-132(B) 6=-106(B) 8=-132(B) 17=-55(B) 18=328(B) 12= 328(B) 13=-55(B) 26= 106(8)27=-106(B)28=-106(B) 30=-106(13)31=-106(13) 32— 106(B) 34=-106(B) 35=-106(B) 36=-106(B) 37=55(B) 38=-55(B) 39=-55(B) 40=-55(B) 41=-55(6) 42=55(B) 43=55(B) 44=-55(B) ,&WARNING-Vedfydesignps®mete®end BEADNOTES ON MBANOWCLUOm MmEKBEFEe NCEPAGEMtrTMYJ .. 14,031015BEFORE USE Design valid for use only wM Mlriconnectors. Tins design is based only upon parameters shown, and is for on Individual building component not a truss system. Before use, Me building designer must verify toe applicability of design parameters and properly Incorporate this design Into ire overall building design. Bracing Indicated u to prevent buoWing of lndNldual thus web and/or chord members only. Additional temporary and permanent bracing Is always required for stoblllty, and to prevent collopse wIM possble personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses antl truss systems. seejulglu Pit Quappltss.. Cdfeda.OSe-09 and liCSI SWdtrp Cpmppn�nf Safety Infermationovolloble from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria VA 22314. ��• MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I e Oty Ply 7704 CITRUS PARK T16867857 75948 GRE HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed ADr 24 07:54:13 2019 Scale=1:26.7 5x8 MT16HS = 5x8 MT18HS = 3 21 22 4 2x3 it 2x3 II 5x6 II Sx6 II 7 I 11.8-0 5-4-0 3-2 &40 8-00 3-4.4 3-7-2 1 Plate Offsets (X 1)— rl:0-2-4,0-0-11 r3:0-5-12 0-2-81 r4:0-5-12 0-2-81 r6:0-4-0 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.21 8-13 >865 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.20 8-13 >937 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 HoR(CT) -0.08 6 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 69 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0. Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=1027/0-8-0, 6=1027/0-8-0 Max Ho¢ 1=93(LC 7) Max Uplift 1=-1221(LC 8), 6=-1221(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-1672/2049, 3-4=-1493/1941, 4-6=-1672/2049 BOT CHORD 1-8=-1761/1477, 7-8— 1784/1493, 6-7— 1761/1477 WEBS 3-8=-548/429,4-7=-548/429 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc puffins. BOT CHORD Rigid ceiling directly applied. or 5-0-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Fxilp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 (jt=11b) 1=1221,.6=1221. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1791b down and 327 lb up at 7-M, and 179 lb down and 327 ID up at 8-4-0 on top chord, and 328 lb down and 490 Ib up at 7-0-0, and 328 lb down and 490 lb up at 8-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=54, 9-15=-20 Concentrated Loads (lb) Vert; 3=-132(B)4=-132(B)8=-328(B)7=-328(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNING- Vadivelsignpammetenend RiUiD TES ONTN/SANOINCLUDI:OMRKREFERANCEPAGEM674mJrc.. AITT2015eEFOREUSE. Design valid for weonly wlthMnekS,connector, Nis design b based only upon parameters shown. and is for on Individual building component. not �- a hum system. Before use, me building designer must verify the applicablllty, of design parameters and properly Incorporate the design Into fie overall -lY bullding design. Bracing Indicated 6 to prevent buckling of lndviduol hums web and/or chord members only. Additional temporary and permanent bracing MiTek' Ls always required for stoblllty and to prevent collapse with possible personal hlury and property domcge. For general guidance regarding the fabrication, storage. delivery. erection and bracing of busses and hums systems seeANSVTP11 QuamptyCMeub, D5549 and BCSI Su4dhrp Component 69M Parke East Blvd. Safety Infomlatbmvailoble from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandrla. VA 22314. Tampa. FL 33610 Job Truss Truss Type r r Of Ply 7704 CITRUS PARK T76867858 75948 GRG HIP GIRDER 1 1 Job Reference o Tonal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:14 2019 3.4 = 6x6 — Scale =1:36.7 3.4 = 6xl0 \\ BxB = .-V — 6zB = 6.10 // __ _ 19 ME 4314 8-0a NAT M 1782 20R-0 21-0p22A0 ' 1-0e an.ta I aaz I O.O.o I a.n0 I sxz I znne Plate Offsets (X Y)-- I3:0-3-12 0-2-81 15:0-3-12 0-2-81 18:0-0-11 0-1-101 I72:0-0-11 0-1-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.28 9-11 >815 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.18 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Miatdi Weight: 110 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Its/size) 12=1434/0-8-0, 8=1434/0-8-0 Max Horz 12=106(LC 24) Max Uplift 12=-1455(LC 8), 8=-1399(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or4-4-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-4-8 oc bracing: 9-11. WEBS 1 Row at midpt 2-11.6-9 FORCES. (Ib) - Max Comp./Max. Ten. -All fames 250 (11 or less except when shown. TOP CHORD 1-2=-483/309, 2-3=-2440/2674, 3-4=-2213/2564, 4.5=-2212/2566, 5-6=-2440/2676, 6-7=-483/360 BOT CHORD 1-12=-401/545, 11-12=-401/599, 9-11=-2513/2336, 8-9=-444/545, 7-8=-444/545 WEBS 3-11=-653/559, 5-9=-652/558, 4-11= 264/245, 4-9= 265/248, 2-12=-1347/1605, 6-8=-1347/1574,2-11=-2059/1701,6-9=-2066/1700 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 joints) except (jt=lb) 12=1455, 8=1399. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 328 Its up at 8-0-0, 106 Ib down and 1 BB lb up at 10-0-12, and 106 Ib down and 188 Ib up at 11-114', and 1791b down and 328 Ib up at 14-0-0 on top chord, and 328Ib down and 583 Ib up at 8-0-0, 79 Ib down and 139 1b up at 10-0-12, and 79 Ib down and 1391b up at 11-114, and 328Ib down and 583 Ib up at 13-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section,, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increas€=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 13-16=-20 Concentrated Loads (lb) Vert: 3=-132(F) 5=-132(F) 10=-55(F) 11=-328(F) 9=-328(F)19=-106(F) 20— 106(F) 21=-55(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 AWARN/NG- yedlydesfgnperameters end READ NOTES ON TN/SAND INCLUDe, MOEKNEFENANCEPAGEM67473 rev. 10=015 BEFORE USE �■■- Dedgn valid for use only with Mackey connectors. ihls design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify he applicability, of design parameters and properly Incorporate this design Into Me overall building design. Braoing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporcry and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of musses and muss systems weANSUIPII Cuolpy Cii DSB49 and SCSI Suldhp Component Safety Infaenatbrvsvalloble from Truss Plate InstlMe, 218 N. We Skeet, Suite 312. A OxOndda VA 22314. ■%7•�tii`y M1Tek- 69N Perko East Blvd. Tampa, FL 33610 Jab Truss Truss Type ' ' Cry Ply 7704 CITRUS PARK T76867859 75948 J1 JACK -OPEN 14 1 Job Reference (optional) cnampeM I rues, Inc., ran rlerce, rL a.e4u s Uec D emo Mn ex mausmes; mc. weo apr z4 u,: 4:Ta zul u exJ 11 Scale = 1:8.7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 021 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Horz(CT) 0.00 3 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-29/Mechanical, 4=-47/Mechanical, 5=22310-8-0 Max Horz 5=44(LC 12) Max Uplift 3=-29(1-0 1), 4=-47(LC 1). 5=-192(LC 12) Max Grav 3=19(LC 12), 4=44(LC 12), 5=223(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed; porch left and right exposed;C-C for members and forces A 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 capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=1b) 5=192. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33610 Date: April 24,2019 O WARNWG-VeNlydexign peremetenlan✓READNOTES ON MISAND INCLUDED MREKREF FUINCEPAGE 111674TJ rev. 1DDY1015 BEFORE USE *� Design valid for use only wlm MIreW connectors. This dingn Is based only upon parameters shown, and Is for an IndNidual building component, not a hum system. Before use, the building designer must verify the oppiicobllity of design parameters and properly Incorporate this design Into the overall =•F�Yp2 building design. Bracing Indicated is to prevent buckling of lndivdual truss web and/or chord members only. Additional temporary and permanent bracng MiTek' Is always required for stoblllty, and to prevent collapse wh possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSVIPN Quapy CdlMdaonent , D5349 and BCBI Building Comp 6904 Parke East Blvd. SaNly Nformalbmvollable from Truss Rote Institute. 218 N. use Street Sure 318 Alexandria, VA 22314. Tempe, FL 33610 Jab Truss Truss Type I I Oty Ply 7704 CITRUS PARK T16867860 75946 J3 JACK -OPEN 14 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:15 2019 Page 1 ID:IyR4ngpYXHPhFh53047ng2zNtM2-WHfIMXtg3z7oaM sV_gSeKJxgJUr3xGzLttwWgzNZm6 1-4-0 4-0-0 r 1-40 i 2-8-0 - - Scale=1:12.8 1.0-0 3-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.01 3 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 131le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 3=53/Mechanical, 4=18/Mechanical, 5=220/0-8-0 Max Hom 5=88(LC 12) Max Uplift 3=-63(LC 12), 4=45(LC 9), 5— 203(LC 12) Max Gram 3=58(LC 17), 4=39(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. WEBS 2-5=-165/289 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-114 zone; cantilever left exposed; 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 last 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 3-8-0 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 (jt=lb) 5=203. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East BMd. Tampa FL 33810 Date: April 24,2019 OWARNING. Verflydedemparameteraead READ NOTES ON MZANOINCLUOEOMREKREFERANCEPAGEMLL74Mmre 10=2015BEFOREUSE Design valid for use only with MiTek® connectors. This design Is based only upon parametea shown and Is for an individual building component, not ��- a toes system. Before use. Me building designer must verlty the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing indicated 6 to prevent buckling of lndMdual toss web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabllllyantltopreventcollapsewithpossiblepersonalMiuryantlpropertydamage, For general guidance regarding the fobAcanon storage, delivery. erection and bracing of trusses and truss systems seeAN31/IPII GuoB1y CmMa. 03049 and BCBI Buldksp Component 6904 Perils East BNd. Safety mfmmalbmvoiloble from Truss Plate Ins itute, 218 N. Lae Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I r Oty Ply 7704 CITRUS PARK T16867861 75948 J5 JACK -OPEN 12 1 Job Reference (optional) unampers i russ, no., ran name, r, a.e4u s uec o za 10 mi I ea mausmes, Inc. Wea Apr z4 uce4:1 o eul a 2x3 II Ig Scale = 1:18.3 1-0.0 5.0-0 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) 0.10 4-5 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.04 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.11 Horz(CT) -0.05 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=108/Mechanical, 4=48/Mechanical, 5=283/0-8-0 Max Horz 5=133(LC 12) Max Uplift 3=-119(LC 12), 4=-81(LC 12), 5=-261(LC 12) Max Gram 3=108(LC 1). 4=81(LC 3), 5=283(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 1-2= 256/139 WEBS 2-5=-332/367 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15f ; B=45f; L=24f ; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exte lor(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 5-11-4 zone; cantilever left exposed; porch left and right exposed;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument 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 chard 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) 3=119, 5=261. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April'24,2019 Q WARNNG-VIdly CeelgnPeremeters iii READ NOTES ONW6AND NCLVDW MREKREFERANCE PAGE all rev. 111,03fal BEFORE USE Design valid for use only with MBekSs connectors, This design Is based only upon parameters shown. and Is for an hdMdual building component, not ��- a truss system. Before use. the building all must verify the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated et a prevent buckling of lndt,idual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tresses and truss systems. seeANSVrPll Quality Criteria. DSS29 and SCSI Building Component Safety Infortnationavailoble from Truss Plate Institute. 218 N. Lee Street Sulte 312. Alexcnddo, VA 22314. 6904 Pane East Blvd. Tampa, FL 33610 Jab Truss Trans Type 1 Oly Ply 7704 CITRUS PARK T16867862 7594E J7 JACK -OPEN 32 1 Joh Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 24 07:54:16 2019 Scale =1:22A ' 1-0.0 ' 7-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) 0.32 4-5 >245 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Verl -0.14 4-5 >549 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 Horz(CT) -0.10 3 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=160/Mechanical, 4=75/Mechanical, 5=353/0-8-0 Max Hom 5=177(LC 12) Max Uplift 3=-173(LC 12), 4>119(LC 12), 5=-326(LC 12) Max Grav 3=160(LC 1), 4=119(LC 3), 5=353(LC 1) FORCES. (lb) - Max. Comp-lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/208 BOTCHORD 1-5=-l161264 WEBS 2-5=-558/340 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsq h=15f ; B=45f; L=24R, eave=4f ; Cat. II; Exis C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(i) 3-0-0 to 7-11-4 zone; cantilever left exposed; 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=173, 4=119, 5=326. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April24,2019 Q WARNWG-yerirydesignpemmefer44nd REAONOTES ONTHMANOWCLUOEOMREKREFERANCEPAGEMIP74TJrev. 100S&CUSBEPOREUSE Design valld for use only with MRel G connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the oppllcob0lN of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing Mew Is always required for stolaNny and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcotlon, storage, delivery, erection and bracing of trusses and truss systems seoANSUIPIi Quouly Cdbdo. DB 49 and 11CS1 auldtng Component Safety Informatio n aflabie from Truss Rate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 69M Parke East Bind. Tampa, FL W610 Job Truss Truss Type + ' 1 Qty Ply 7704 CITRUS PARK T16867863 75948 JE JACK -OPEN 2 1 Job Reference (optional) cnamoers I cuss, Inc., ron rierce, rL a.e4usuec pzuiomnexmausmes,mc. wea Aprz4ura4:vzma Scale-1:17.0 3xB II 5-0.0 sao LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(ILL) 0.13 4-5 >456 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -0.05 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.05 3 n/a n/a SCOL 10.0 Code FBC2017/rP12014 Matrix -MR Weight: lB lb IFT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (lb/size) 5=247/0-8-0, 3=118/Mechanical, 4=52(Mechanical Max Horz 5=146(LC 12) Max Uplift 5=-245(LC 12), 3=-128(LC 12), 4=-84(LC 12) Max Gray 5=247(LC 1), 3=118(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 2-5=-203/293 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24n; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumem 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 100111 uplift at joint(s) 4 except 61=11b) 5=245, 3=128. Joaquin Velez PE No.68102 MTek USA, Ina FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNING -VedrydestmiPeremete®endREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEMIH4]Jre¢faGST015HEFOREUSE Design volld for use any with Mllekg connectors. this design is based only upon parameters shown, and Is for an Individual building component, not p■•+�+Yq a truss system. Before use, the building designer must verity me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated B to prevent bucWIng of individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal hjury and property damage. For general guidance regarding the fabrication, storage; delivery. erection and bracing of trusses and Muss systems. weANSU1P11 CuNfly Criteria. DSB-69 and SCSI Building Component Safety BsformalbNvallable from Truss Rare Institute, 218 N. Lee sheet. Suite 312, Alexandra. VA 22314. 6906 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type 1 t , 1 Dry Ply=CITRUST16867864 75948 KJ7 DIAGONAL HIP GIRDER 7 al Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apt 24 07:54:18 2019 1:20.0 7-4-9 1-10-1 64-14 7-&14 11-3-0 7-4.9 IO-5.11 46-10 I 0.11.0 I 3-11-2 Plate Offsets (X Yl-- f1:0-3-4 0-0-11 t1:0-0-6 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 VerI -0.04 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.21 Hom(CT) -0.01 3 n/a Na BCDL 10.0 Code FBC20177rP12014 Matnx-MS Weight: 471b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=102/Mechanical,4=302/Mechanical,1=358/0-11-5 Max Horz 1=177(LC 8) Max Uplift 3=-104(LC 8), 4=-416(LC 8), 1=-417(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-504/567 BOT CHORD 1-6=-615/450, 5-6=-615/450 WEBS 2-5=-526/719 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD -Rigid ceiling directly applied or 9-0-9 oc bracing. NOTES- 1) Wind: ASCE.7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45f; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left and dght exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrem 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 It, uplift at joint(s) except at=lb) 3=104, 4=416, 1=417. 6) "NAILED' indicates 3-1 Od (0.148k3") or 2-12d (0.148'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 Increase=1.25 Uniform Loads ftaf) Vert: 1-3=-54, 4-7=-20 Concentrated Loads (I a) Vert: 12=72(F=36, 6=36) 14=-64(F=32, B=-32) 15=94(F=47. B=17) 16=3(F=1, B=1) 17=-39(F=-20, B=20) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 A WARNNG - Vediy desf9n peremefen end READ N0MS ON TNIS AND DlCLUDED U1rEK REFERANCE PAGE MIF)47d rex. 1OW2015 BEFORE USE. Design valid for use only with Mgek® 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 bucNing of individual truss web and/or chord members only. Mciftnal temporary and pemranent bracing Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/IPI1 CoaDD1Fy/ Cdbde. DSB69 and SCSI BUldhy Component Safety Inlomlelblpvallable from Truss Plate Ins11Me. 218 N. Lee Sheet. suite 312, Alexandria, VA 22314, MiTek' 69U Parke East Blvd. Tempe. FL 33610 Job Truss Truss Type , I. 5 Cry Ply 7704 CITRUS PARK _, T16867865 75948 MV2 VALLEY 1 1 Job Reference (optional) unambers I russ, Inc., Yon Pierce, FL U.24U 5 Uea a zultl MI I eK mammas, Inc. Wad Apr 24 U/:54:1112UI V rage 1 3x4 i 5 Do`12 3 Scale - 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(L-) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - DIG 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 DIG n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5111 FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Hom 1=28(LC 12) Max Uplift 1=-1 g(LC 12), 2=-35(LC 12) Max Grav 1=47(LC 1), 2=35(LC 17). 3=25(LC 3) FORCES. (lb) - Marc CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 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-M wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -VeNrydesiro parameters end RIADNOTES ON THISAND INCLUDED MmEKREFERANCEPAGEM11-74M rev. folc1trf56EFORE USE �■� Design valid for use only with MGedse connectors. This design is based only upon parameters shown and is for an lndMdual building component, not a inns system. Before use, the bullding designer must voety the applicability of design parameters and properly Incorporate this design Into the overall bulldingdedgn. Bracing Indicated istoprevent bucking ofindNWualtrussweband/or chord members only. Additional temporary and permanent bracing MiTek' s always required for Stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of teases and Due, syslemA seeANSDIPl1 GO Cetera, DS349 and 501 Building Component 6904 P.ft East Blvd.Safety Informalionovalloble from Truss Plate Institute. 218 N. Lee Street 223 Suite 312. Alexandria, VA 14. Tampa, FL 33610 Job Tress Truss Type . 14 1 Oly Ply 7704 CITRUS PARK T16867866 75948 MV4 VALLEY 1 i Job Reference o liana[ unamoere I runs, Inc., ran nerce, IL o.44u s uec o eutd MI Iex mausmes, mc. vvea Tspr z4 u,:":1u eulu rage T 3z4 i 3x4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (too) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert( I) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Verl n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size). 1=116/4-0-0,3=116/4-" Max Ho¢ 1=70(LC 12) Max Uplift 1=-47(LC 12), 3= 76(LC 12) Max Grey 1=116(LC 1), 3=118(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. 3 Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 13 to FT=20% Structure[ wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. - NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L--24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MIAFRS (directional) and C-C Extern zone;C-C for members and tomes & MW FRS for reactions shown; Lumber D0l plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 346-0 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 atloint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verily design parameter end READ NOTES ON Mrs AND WCLUUED MITEKREFERANCE PAGE MIP74M rev. 1tV0.32e15 BEFORE USE Design valld for use only wire Meek® connectors. This design is based only upon parameters shown and a for on Indhtltlual building component. not a truss system. Before use, the bullding designer must verify the applicability of tleslgn parameters and properly incorporate this desgn Into the overall building design. Bracing Indicated is to prevent buckling of hdNldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for sfoblilty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding he fabrication, storage. delNery, search and bracing of trusses antl hues systems see 1NS9rP11 QulpyCrBedp. OSE49 and all lidding Component Sabty Infamt01lomovorabie from Truss Rate hall218 N. use Sheaf, suite 311 Alexandria VA 22314, p`3 M)TeW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • 1'�• 0ty Ply 7704 CITRUS PARK T16867867 75948 MV6 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 8 2018 MiTek Industffas, Inc. Wed Apr 24 07:54:19 2019 Page 1 I D:IyR4n9pYXH PhFh53047ng2zNtM2-02vpBmB7CGD2zldkgvOpATcRxsp?I%YGUr7fbzNZm2 3x4 II 3x4 4 2x3 II 3x4 11 Scale: 3/4'=1' LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TP12014 CSI. TC 0.23 BC 0.12 WB 0.11 Matrix-P DEFL. Vert(LL) Vert(CT) Hom(CT) in (loc) Well L/d n1a - We 999 n1a - rVa 999 0.00 n1a n1a PLATES GRIP MT20 244/190 Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 - BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=56/6-0-0, 4=84/6-0-0, 5=239/6-" Max Ho¢ 1=115(LC 12) Max Uplift 4=-55(LC 12), 5=-157(LC 12) Max Gmv 1=56(LC 1), 4=85(LC17), 5=244(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-188/357 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12,-Intedor(1) 3-8-12 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord healing. 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except 611=11b) 5=157. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING - Verily deign parameters and READNOTES ON TH49ANDWCLUDWMITEKREFERANCEPAGEMh74Tarex. iap'YYeIGBEFORE USE *e Design valid for use only with Mnek®connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the bulitlmg designer must verify the applicability of design parameters and properly Incorporate this design no me overall buildingdesign. Bracing Indicated a to prevent bucklingotmdlvidualhmB band/or chord members only. Additional temporary and permonentbroang -.—�• MiTek' Is always required for stoically and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the lca6on storage, delivery, erection and bracing of tresses and huss systems seeANSVTPII Quality Ofteda. DSB49 and SCSI Building Component 6904 Parka East Blvd.fata Safety mformalbrEvallable ham Truss Rate InsBtute. 218 N. We Sheet, Suite 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss russ Type a s l / OtY Ply 7704 CITRUS PARK ]VALLEY T16867868 75948 V4 1 1 Jab Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 3x4 i 5.00 12 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 07:54:21 2019 Page 1 ID:IyR4n9pY%HPhFh53047ng2zNtM2-KRlacaxReptxlHS7sFuub7yk%3Tg5rkoKEkUzNZmO 3x6 = 3x4 Scale = 1:7.5 Plate Offsets (XY)-- f2:0-3-0 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loci Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - Na 999 SCLL 0.0 ' Rep Stress [nor YES W B 0.00 Hom(CT) -0.00 3 n/a n/a SCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 10111 FT=20% LUMBER - TOP CHORD 2z4 SP No.3 BOT GHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=94/4-0-0, 3=94/4-M Max Horz1=17(LC 11) Max Uplift 1=-50(LC 12), 3=-50(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=3.Opst h=15h; B=45ft; L=24f; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; LumberDOL=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 1001b uplift at joint(s) 1, 3. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ®WARNING -Verity designIse, e..fere.nd READ NOTES ON TNISANDMCLUDEDMITEKREFERANCEPAGEMO-74T3rew. faMOiTISBEFORE USE. Design valid for use only with Mffek®connectors.'Ins design is based only upon peromerers shown, and b for an Individual building component. not a truss system. Before use. the building designer must verify the appllcoblllN of design parameters and property Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and bracing `�•J��T MiTek' permanent Is olways readied for stability and to prevent collapse wlBs possible personal Injury and propertydamage. For general guidance regording the fabrication, storage, delivery, erection and bracing of tr s s and truss systems, seaMSVfRj Quality Crawls. DSB49 and BCSI Building Component Safety h/emlalbrWallable from Beef Palle East BNd. Temp., FL 33610 Truss Rote InsfiMe, 218 N. Lee Swet, Suite 31Z Alexandria, VA 22314. Job Truss Truss Type ' Qty P=7704CITRUSK T76867869 75948 VB VALLEY 1 nal unamoers I cuss, Inc., run rrerce, rL 3x4 i 2x3 II 2 b.440 s uec o zuro mr re¢ muwures, mc. wee Mprza u1:b4:Y1 zule regal ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-KRlacuReptxlHS7sFmubZvmkXFTfxrkoKEkUzNZmO 4x4 = 3x4 Scale=1:14.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Veri n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Ven(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Hom(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-P Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP I REACTIONS. (lb/size) 1=118/8-0-0, 3=118/8-0-0, 4=248/8-0-0 Max Hum 1=43(LC 11) Max Uplift 1=-77(LC 12), 3=-77(LC 12), 4=-102(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=166/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Be puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; i5ft; B=458; L=24R; eave=oft; Cat. II; 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 fora 10.0 psf bottom chord live load nonconeurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3 except 61=1b) 4=102. Joaquin Velez PE No.68182 MTek USA, Inc. FL CeR 6634 6904 Parke East Bind. Tampa FL 33610 Dale: April 24,2019 Q WARNING -Verity deslgd peremererxeed BEAD NOTES ON THISAND WCLUDEO MZTSKREFERANCEPAGEMO74ncs .10032015 BEFORE USE Design valid for use only with MRelc9connecton. This design Is based only upon parameters shown and is for on IncMducl building component, not a truss system. Before use, the building designer must verify me appiicablllty, of dedgn parameters and properly Incorporate rub design Into the overall building design. Bracing Indicated Is to buckling of Individual Muss web and/or chord members only. Additional temporory and bracing WOW prevent permanent Is always required for stability and to prevent collapse Win possible personal Injury and property damage, For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems seeANSVWll Cually Criteria. OBB49 and I6WEbp Component Safety `sformallonovallable from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandrlo, VA 22314, fi904 Parke East Blvd. Tampa. FL 33610 Jab Truss Truss Type Oty Ply 7704 CITRUS PARK T16867870 75M V12 I VALLEY 1 1 Job Reference (optional) Lmambers I rues, Inc., ran Fierce, rL a.44ua uec a era Is mu ex maannes. Inc. wed Apr en ur:aa:zu zu iv 4x5 = PA Scale = 1:18.9 4 3x4 4 2x3 11 3x4 C LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) Na - Na 999 BCLL 0.0 - Rep Stress Incr YES W B 0.10 Horz(CT) 0.00 3 rda n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 1=170/12-0-0, 3=170/12-0-0, 4=439/12-0-0 Max Had: 1=70(LC 11) Max Uplift 1=-103(LC 12), 3=-103(LC 12), 4=-207(LC 12) Max Grav 1=175(LC 21), 3=175(LC 22), 4=439(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-288/322 PLATES GRIP MT20 244/190 Weight: 38 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0-0, Extedor(2) 6-0-0 to 9-0-0, Intedor(1) 9-" to 11-3-4 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 pet bottom chord live load nonconcument 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 100lb uplift at joints) except (jt=lb) 1=103, 3=103, 4=207. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNING- YerdydealSnparsmetersand READ NOTES ON TR49ANDWCLUDEDMTTEKREFERANCEPAGEMLL74 env. 1112342015 BEFORE USE *R- DesignvalidforuseonlywithMlToDconnectors. This design is based only upon parameters shown, and is for an Individual building component not Nil' a truss system, Before use. Me bantling designer must verity Me appllcablllty, of design parameters and properly Incorporate this design Into the overall bulding tleslgn. Bracing Indicated is to prevent buckling of lndiddual truss web and/or chord members only. Additional temporary and permanent bracing Is always reaulred for stabllity and to prevent collapse wit, possible personal Injury and property damage. For general guidance regarding Me MiTele fabrication, storage, delivery. erection and bracing of pusses and buss systems. sseANSVIPri CuoiIRyCrIleft. DS&49 and SCSI Sulel Component ON Parke East BNd. Safely mfoenalonovoilabie from Truss Rate Institute. 218 N. Lee Sheet Suite 312. Alexandra. VA 22314, Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14-1 374 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. 0 1/a. LLt For 4 x 2 orientation, locate plates 0-'ne' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek20/20 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 '��no (supports) occur. Icons vary but reaction section indicates Joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Infisixteenths t scale) II"II (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETITRED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 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/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes 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 agalnst 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 ANSI7rPl 1, 7. Design assumes, trusses will be suitably protected from the environment In accord with AN517rP1 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. 1D. 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/rPI 1 Quality Criteria.