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HomeMy WebLinkAboutTRUSS PAPERWORKRE: 1558349-PSLP-KING - Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. FILE COPY Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: KING Lot/Block: Subdivision: Address: 1385 COPENHAVER ROAD City: FORT PIERCE State: FL MiTek USA, Inc. 6904 Parke East Blvd. Model.Tampa, Fl- 33610-4115 SCANNED BY St Lucie County 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 40 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 I Date No. I Seal# I Truss Name Date 1 T15233313 A01 10/2/18 18 T15233330 C04 10/2/18 2 T15233314 A02 1 10/2/18 19 T15233331 CJ1 10/2/18 3 T15233315 I A03 10/2/18 �20 T15233332 1 CJ3 10/2/18 4 T15233316 A04 10/2/18 121 IT15233333 CJ5 10/2/18 5 I T15233317 A05 1 10/2118 122 I T15233334 D01 1 10/2/18 1 6 IT15233318 A06 1 10/2/18 123 IT15233335 D02 1 10/2/18 1 7 1 T15233319 I A07 1 10/2/18 124 I T15233336 D03 110/2/18 B T15233320 A08 1 10/2/18 125 I T15233337 EJ5 1 10/2/18 1 9 T15233321 I A09 10/2/18 26 I T15233338 I EJ6 10/2/18 I 10 1 T15233322 1 At 10/2/18 27 T15233339 EJ61 10/2/18 11 T15233323 A11 10/2/18 28 T15233340 EJ62 10/2/18 12 T15233324 BO1 1012/18 129 IT15233341JEJ63 10/2/18 113 T1 5233325 1 B02 10/2/18 130 I T15233342 EJ64 10/2/18 114 1 T1 5233326 1 B03 1 10/2/18 131 I T15233343 EJ65 10/2/18 115 IT15233327C01 10/2/18 132 IT15233344 EJ66 I10/2/18 16 T15233328 CO2 10/2/18 33 T15233345 G01 10/2/18 117 1 T1 5233329 1 CO3 1 10/2/18 134 I T15233346 G02 1 10/2118 The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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/rPI 1, Chapter 2. JAN "4 J-9 ST. LucieLucfe=rttfng �..oj%IsR'P 3tt` 1. ��,�0ENS6 •� ,,� No 22839 STATE OF VN �:OR1P Waiter P. Finn PE No.22839 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa fi 33610 Date: October 2,2018 Finn, Walter 1 of 2 RE: 1558349-PSLP-KING - Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: KING Model: Lot/Block: Subdivision: Address: 1385 COPENHAVER ROAD City: FORT PIERCE State: FL No. I Seal# I Truss Name I Date 35 1 T15233347 1 HJ5 1 10/2/18 I36 1T15233348IHJ7 110/2/18 I 37 T15233349 K01 110/2/18 38 T15233350V01 I10/2/18 I 39 T15233351 V02 10/2/18 40 T15233352V03 1018 2of2 Job Truss Truss Type r C1y Ply T15233313 1558349-PSLP-KING A01 Roof Special 1 1 Job Reference o tional Builders FlrstSoume, Fort Piece, FL 34945 o.eeusaep za zmo mu en muuaurce, nic. ,uco i 2 ,,.._.o,._�_o..o ,... ,... ......n..v.e..,,-mu Scale=1:59.9 6.00 12 4x6 = m N Im N d- 51 1.5x8 S I P = 3x4 = 2x4 11 12 11 10 3x6 = sie = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.20 14-16 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.74 Ven(CT) -0.36 14-16 >855 180 BCLL 0.0 Rep Stress Incr YES We 0.38 Horz(CT) 0.20 10 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purllns, 6-9: 2x4 SP No.1 except end vedicals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. Except: 3-17: 2x4 SP No.3, 7-11: 2x6 SP M 26 6-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 REACTIONS. pb/size) 2=77/0-7-10, 4=1125/0-7-10, 10=1010/Mechanical Max Horz 2=190(LC 12) Max Uplift 2=-121(LC 8), 4=-469(LC 12), 10=-351(LC 13) Max (3mv 2=86(LC 20), 4=1125(LC 1), 10=1010(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1580/1009, 5-6=-1394/993, 6-7=-1426/946, 7-8=-980/679, 8-10=-1014/806 BOT CHORD 4-16=-743/1326, 14-16— 346/916, 13-14=-1040/1646, 11-13— 296/230, 7-13=-289/252 WEBS 5-16=-306/434, 8-11=490/890, 6-16=-329/527, 6-14= 254/520, 7-14=-555/622 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=5.Opsf; h=151t; Cat. 11; Exte C; Encl., GCpi=0.18; NIWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Inledor(1) 5.0.0 to 15.6-0, Extertor(2)15-6-0 to 21-6-0, Interior(1) 21-6-0 to 29-6.0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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.Opst. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 He uplift at joint 2, 4691b uplift at joint 4 and 351 lb uplift at Joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Con 6634 69D4 Parka East Blvd. Tampa FL 33610 Date: October 2,2018 ®WARNING-Verhydosignparameferaamd READ NOTES ON THIS AND INCLUDED MNEKREFERANGE PAGE 11147473mv. 1411142015 BEFORE USE. Design valid for useonly With MITekDaonnectOte. TNsdeslgn is basedonlyupon parametersshown. and is form hdlW l bulding component. hot ■` a truss system. Before use. the building dosgnor must verity the applicability of desgn parameters and properly Incorporate fhls design into the overall burdingdeslgn. Bracing Indicated Is topaventbuckling ofMdNldualhum web and/or chord members only. Addlllonalfemporaryandpeimanenlbracing MiTek' Is always re rulred for stability and to prevent collapse wtlh Possible personal Injury and prof,eity domage. For general guidance regading the iobricailon. storage, dellvery, erection and bracing of trusses and truss systems seOANSWII Ouo/By ClRerb, DS949 and BCSI Su9dOrg Component 6904 Parke East Blvd. 6904 Pik East B Safety Nfoandtblgvallable from Truss Rate Institute, 218 N. Lee Street. 5ulte 312, Alexandra VA 22314.33610 Job Truss Truss Type 6 OS/ Ply T75233314 1558349-PSLP-KING A02 Hip 1 1 Job Reference o tional eunaers rxsmource, ran ..ae, rr. Aver. 5x6 = 5x6 = 6.00 12 6 7 oJOiJziOe4NDZKide-D6ZUBIC7K8IJmYJMZMiv07ryxX1 GROpnA01JVyyXRLK ST1.Sx8 STP= 'r 3x4 = 2x4 I 72 11 10 3x6 = 3x8 = 3.6 11 Scale=1:55.9 LOADWG (psf) TCLL 20.0 TOOL 7.0 BOLL 0.0 ' BCDL, 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB02017/TP12014 CS1. TO 0.83 BC 0.75 WB 0.37 Matrix-SH DEFL. Ved(LL) Ven(CT) Horz(CT) In (lot) "deftL/d -0.21 14-16 >999 240 -0.3714-16 >828 180 0.21 10 n/a n/a PLATES GRIP MIT20 244/190 Weight: 147 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or4-5-12 oc pudlns, 6-7: 2x6 SP No.2, 7-9: 20 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid telling directly applied or 5-4-11 oc bracing. Except: 3-17: 20 SP No.3, 8-11: 2x6 SP M 26 6-0-0oc bracing: 11-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=77/0-7-10, 4=1126/0-7-10, 10=947/Mechanlcal Max Horz 2=197(LC 12) Max Uplift 2=-112(LC 8), 4=-472(LC 12), 10=-312(LC 13) Max Gray 2=87(LC 20), 4=1126(LC 1). 10=947(LC 1) FORCES. (lb) - Max. CompJMwc Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 4-5=-1581/1102, 5-6=-1396/1081, 6-7=-953/883, 7-8=-1432/1020, 8-9=-986/698, 9-10= 9527708 BOT CHORD 4-16=-901/1325, 14-16=-472/953, 13-14=-1172/1644, 11-13=301/265, 8-13=-292/292 WEBS 5-16=-299/467, 9-11= 582/904, 8-14=-557/691, 6-16= 354/511, 7-14=-275/507 NOTES- 1) Unbalanced Tool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2pst; BCDL=5.0psf; h=15ft; Cal. II; Exio C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0. Interior(l) 5.0-0 to 15-0-8. Exterior(2)15-0-8 to 24-1-12, Interior(1) 24-1-12 to 2844 zone; cantilever left and right eagwsed;C-C formembers 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 Pat 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connectlons. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 112lb uplift at joint 2, 472lb uplift at joint 4 and 312 Ib uplift at joint 10. WalterP. Finn PE No.22839 k5Tek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 QWARNING-Vedrydedgapamanatersand READNOTES ON THIS AND INGLUDEDMREKREFERANOEPAGEM147473roe 10 2015aEFOREUSE Design valid for use ordy Win MlieW cohnectors. lNsdaslgn Is based orly upon Parameters shown, and Is form IndMdud bu9tling component, not a truss system. Before use, the bWidin, designer must verity the applicability of design parameters and properly Incorporate his desgn Into the overall bulldingdesl9p. Brocing lndk:ated is to buckling oflndlvidual mass web and/or chord members only. AddlllonaltemporarymdpermanentbrmlW MtTek• prevent Is always required for stablllty, and to prevent collmse Mth ,osslcle personal Injury and property, damage. For general9uldance regarding the fabrkailon, storage, delivery, erecllon and bracing of trusses and Bus systems, seemsfNIP11 Dually CrdeM, DS949 aeCBC51 Bu➢Cane Compmonl 6904 Parke East Blvd. Safelyblotmalbmvallable horn Russ Plate Institute, 218 N. Lee street, sale 312, Mexandrlo. VA 22314. Tampa, FL 3W10 Job Truss Truss Type r Ohl Ply T75233375 1558349-PSLP-KING A03 Roof Special 1 1 Job Reference o tional Builders FhstSource, Fort Piece, FL 34945 8.220 a Sep 242010 MI I ex Industries, Inc.. I us Uct 213:38:342U18 4x6 = Sx8 = Scale = 1:51.7 J 21 o.o — 3.6 II 12 11 10 2.4 11 3aS = 3x6 11 LOADING (list) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.67 TCDL 7.0 Lumber DOL 1.25 BC 0.55 BCLL 0.0 Rep Stress ,nor YES WB 0.36 BCDL, 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2119: 2x8 SP 240OF 2.OE, 3-19: 2x4 SP No.3, 8-11: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=939/Mechanical, 2=125/0-10-1, 4=1041/0-7-10 Max Hoe 2=172(LC 12) Max Uplift 10=-303(LC 13), 2— 136(LC 8), 4=421(LC 12) Max Grav 10=939(LC 1), 2=134(LC 23), 4=1041(LC 1) k Ek DEFL. in (roc) I/deft Ud PLATES GRIP Vert(LL) 0.18 11-12 >999 240 MT20 244/190 Vert(CT) -0.29 11-12 >999 180 Horz(CT) 0.20 10 rVa Na Welght: 170 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 as pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. JOINTS 1 Brace at JUs): 13 FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 4-5— 1713/1187, 5-6— 1301/964, 6-7_ 1102/966, 7-8=-1323/978, 8-9= 968/705, 9-10=-930713 BOT CHORD 4-18=-999/1462, 17-18-999/1462, 15-17= 587/1115, 14-15=1016/1502, 13-14=-1016/1502,11-13=-300/325, 8-13=-292/330 WEBS '5-17=-405/417, 6-17=-116/322, 7-15=-136/344, 8-15= 432/460, 9-11=-574/874 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=5.Opsf; h=15111; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-0 to 4-7-0. Interior(1) 4-7-0 to 12-4-0, Elderior(2) 12-4-0 to 23-5-4. Interior(1) 23-5-4 to 27-7-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 list 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3031b uplift at Joint 10, 136 lb uplift at Joint 2 and 421. Ile uplift at joint 4. Waller P. Finn PE No22039 MiTek USA, Inc. FL Cad 0034 6904 Parke East Blvd. Tampa FL 33910 Data: October 2,2018 A WARNING- Vetlty Jesl9Oparameh .a dREADNOTES ON THIS AND INCLUDED4RTEKREFERANCE PAGE 110J473me 10AU2015 BEFORE USE. Design volid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an IndMdud Wilding component, hot a truss system. before use, the Wilding designer must veiny the applicabally of design parameters and properly Incorporate this design Into the overall 7 Wlldingdeslgn. Bracing Indicated is to prevent Wckling of Individual tiussweb and/or chord members only. Addlilonaltemporaryandpermanentbradng MiTek' Is always required for stabllltyand to prevent collapse wtth possible personal lhury and properly damage. For general gulda nce regardrg the toWcatlom storage.delivery. erection and bracing of trusses and truss systems weAAWWIl OualOy CrRow, DS849 and BCSl Rowing Component 6904 Parke East Blvd. Salefym/mmaltonavaliable Rom Truss Plate Ins1ILPe, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tahoe, FL 33610 Job Tmss Truss Type s OAi PIY T15233316 1558349-PSLP-KING A04 Roof Special 1 1 Job Reference o tional bunows rnsrocuice, 4x6 6.00 12 6 75 3x4 = 2x4 II 3x6 = Scale =1:59.0 LOADING (psi) 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 Incr YES Code FBC2017/TP12014 CSI. TC 0.64 BC 0.75 WB 0.41 Maldx-SH DEFL. Ved(LL) Vert(CT) Horz(CT) In (loc) Well Ud -0.19 10-12 >999 240 -0.29 10-12 >999 180 0.04 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 128 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 no purins. BOT CHORD 2x4 SP N0.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-13:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=82/0-7-10, 4=1110/0-7-10, 8=1002/0-7-10 Max Horz 2=189(LC 12) Max Uplift 2=-i 23(LC 8), 4=-465(LC 12), 8=-360(LC 13) Max Grav 2=91(LC 20), 4=1110(EC 1), 8=1002(LC 1) FORCES. (Ib)-'Meat. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5= 1564/1006, 5-6=-1377/990, 6-7= 1407/1005, 7-8 1597/1017 BOT CHORD 4-12=-749/1313, 10-12= 330/894, 8-10=-760/1351 WEBS 5-12=309/447, 6-12— 344/531, 6-10=-353/573, 7-10=330/447 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=5.0psf; 4=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-0-Oto 5-0-0, Intedor(1) 5-0-0 to 15-6-0, Extedor(2) 15-6-0 to 21-6-0. Intedor(1) 21-6-0 to 29-6-0 zone; cantilever left and fight 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 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 = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1231b uplift at joint 2, 465lb uplift at joint 4 and 3601b uplift at joint 8. Waller P. Finn PE 1o.22839 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 2,2018 ®WARNING-Ved/ydesignpar atemand READ NOTES ON TH/SANDINCLUDEOMNEKREFERANCEPAGEMII-74nmv. 10405/1015SEFOREUSE Design valid for use only wllh MlTeltQkconhectors. lhisdesign Shaved only upon parameters shown. aM is form kndMdua{ lwadlrg comlocucht, rat a truss system. Before use, line building designer must vedy tine appllcablllty of dedgn parameters and propedy Incorporate this design Into Itre overall balldingdeslgn•&aciglydicaledlsloPreventbucklingoflrMMtluailrussweband/orohordmembersonly. Additlotwllempolnryondpennanentbrmil MiTek' Is always required for Morality and to prevent collapse with possabe persaal Injury and popedy damage. For general guidance regard g the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeAAMM11 Qua 1M CIReM, DSBdp and GCSI Ru9d/ng Component 6904 Perk. East Blvd. Subtytrrbrmotbmvallatxe from Truss Plate Insiltute. 218 N. Lee street Suite 312. Alexantltla. VA 22 14. Temp., FL 33610 Job Truss Truss Type r Ohi Ply T75233317 1558349-PSLP-KING A05 Common 1 1 Job Reference o 6onal Builders FirstIsource, tort Place, FL J4e4p o.eeaa G., 24 ev, Girl.. cn .,.. , ,00 . ..,.,.e 4x6 = 6.o0 12 4 12 Scale; 1/4'=T j4 4x6 = axe = 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 Incr YES Code FBC2017rrP12014 CS'. TO 0.83 BC 0.75 WS 0.42 Matrix-SH DEFL. In Vert(ILL) -0.19 Ven(OT) -0.29 Hoa(CT) 0.05 (roc) I/dell Ud 8-10 >999 240 6-8 >999 180 6 rda n1a PLATES GRIP MT20 244/190 Weight: 121111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=108710-7-10.6=1004/0-7-10 Max Horz 2=155(LC 11) Max Uplift 2_-A06(LC 12). 6=-359(LC 13) FORCES. (Ib) - Max. Comp./Ma1L Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 23=-1578/994, 3-4=-1390/978, 4-5=-1411/1001, 5-6=-158511013 BOT CHORD 2-10=-736/1328, 8-10= 321/899, 6-8= 743/1355 WEBS 4-8= 360/571, 53=330/446, 4-10-333(548, 3-10=-314/442 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=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -2-4-0 to 3-8-0, Inledor(1) 3-8-0 to 13-0-0, Extedor(2) 13-0-0 to 19-0-0, Intedor(1) 19-0-0 to 27-0-0 zone; candleverleft and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4) ' This buss 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.Opst. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 406 lb uplift at joint 2 and 359 lb uplift at joint 6. Walter P. Finn PE No12839 MTek USA, Ina FL Ced 6634 69UParke East Bind. Tampa FL 33810 Date: October 2,2018 WARNING- Verify design parameter¢ and READ NOTES ON THIS ANDWCLUDED MDEKREFERANCE PAGE MR-74"el.. IGN.DLeIS BEFORE USE ,& Design valid for use only Win MlieloD amnaelore. TNsdesgin It based only Upon parameters shown, arM is form individual bustling component net ��• a trusssystem. Before use. Ito bullcir g designer must venty the appllcabilly of design parameters antl properly incorporate this design Into the overall building design. Bracing Indicated is to buckling lndMdual truss web and/or chard members only. Additional temporary antl permanent bracing M!Tek prevent of a always required forstabllltyandtopreventcollaresewithpossiblepersonalinjuryandproremydamage. For general guidance regarding the 6904 Parke East Blvd. fatrtcation, storage, tlellmery, erection and bracing of susses and truss systems WeANSUmN GualBy CteeM, DS049 and BCSI Building Compensate Tempo, FL 33610 Sahly)nlonna//amvdtable from Truss Rate Institute. 210 N. Lee Sheet, suite 312. Alexandra VA 22314. Job __] Truss Truss Type r Otyr Ply T15233318 1558349-PSLP-KING A06 7Common 1 1 Job Reference o tional Mucous rnsroource, rou ne'e, ".r-r q 1 0 Scale = I A6.9 4x6 = 4 13 416 = 4n6 = jg 8-10.3 8.3-11 18-10-3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (too) Well Ud PLATES GRIP TCLL • 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.19 B-10 >999 240 M1`20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.29 2-10 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0,41 Horz(CT) 0.05 6 nta nta BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 119 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No,3 REACTIONS. (lb/size) 2=1010/0-7-10, 6=1010/0-7-10 Max Herz 2-138(LC 10) Max Uplift 2=-361(LC 12), 6-361(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1596/1018, 3-4=-142211006, 4-5= 1422/1006, 5.6-1596/1018 BOT CHORD 2-10=-756/1365, 8-10= 352/910, 6-8=-781/1365 WEBS 4-8= 351/569, 5-8= 330/448, 4-10— 351/569, 3-10= 330/448 Structural wood sheathing directly applied or 4-0-14 cc purilns. Rigid ceiling directly applied or 6-6-10 cc bracing. 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=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) -1-0-0 to 5-0-D, Interior(1) 5-0-0 to 13-0-0, Extedor(2) 13-0-0 to 19-0-0, Interior(1) 19-0-0 to 27-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opst 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, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 361 Ib uplift at joint 2 and 361 Ib uplift at joint 6. WatterP. Finn PE No.22839 bdiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 Q WARNING. Ved(ydosranpa2mefessaed RE4DN0TES ON THSANDWCLUDEDMIEKREFERANCEPAGEM*74".re.. 10N14O15 BEFORE USE Design valid tat use only with MI/e1nFl connectors. TNs design k based only upon parameters shown. ohd is form Individual Wading component, act a truss system. Before use, the banana designer must veety the appllcabelly otdosign parametersantl rxoperly incorporate thisdesign Into the overall Bracing Indicated isfotacklingofindMdualI=webantl/or chord members only, AddltlonaltempomWmc[permanentbraoing M!Tek' Winingdeslgn.prevent 6 always required for stability and to prevent collapse with posslble personal Injury and properly damage. For general gulcance regarding the fabrk;atlon. storage, delivery, erection and bracing of trusses and Tmss systems.weANSMIJ CuaIQy Clfeda, DBBd9 and 8=1fuldaly Component 6904 Parke East Blvd. So(etymbmrNbmvdlable from Truss Rate Insi lute. 210 N. Lee Street, Suite 312, Alexandra, VA 22314. Tom., R. 33610 Job Truss Truss Type s oy Ply T15233319 1558349-PSLP-KING A07 Common 3 1 Job Reference (option al cuuaars rnsnaowce, run ...a. 11 mere 4x6 = 3 12 3x ST1.Sxe STP = Sale = 1:46.4 (a 3x6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.65 BC 0.75 WB 0.42 Matrix-SH DEFL. In Vert(LL) -0.19 Vert(CT) -0.29 Horz(CT) 0.05 (loc) Well Vd 7-9 >999 240 1-9 >999 180 5 rVa n/a PLATES GRIP MT20 244/190 Weight: 117111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-11-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb(size) 1=937/0-7-10, 5=1011/0-7-10 Max Horz 1=-141(LC8) Max Uplift 1=-319(LC 12), 5= 362(LC 13) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 1608/1085, 2-3=-1433/1070, 34=-1426/1022, 4-5=-1600/1040 BOT CHORD 1-9= 806/1377, 7-9= 377/914. 5-7=-80417368 WEBS 3-7=-348/569, 4-7= 330/448, 3-9=-362/577, 2-9= 336/452 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=5.Opsf; h=15f1; Cal. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 13-0-0, Extedor(2) 13-0-0 to 19-0-0, Intedor(1) 19-0-0 to 27-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl With any other live loads. 4) ' This Tmss 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= IO-Opst. 5) Provide mechanical connection (by others) of bass to bearing plate capable of withstanding 3191b uplift at joint 1 and 3621le uplift at joint 5. Walter P. Finn PE No.22839 MA'sk USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Bate: October 2,2018 ,&WARNING-Vadfydod9nparamefersand READ NOTES ON THIS AND fNCLUDEDMREKREFERANCEPAOEM004TSmw. 101112015 BEFORE USE. Design valid for use only with MileMcomiectas. NIS design is based only upah parameters shown. cod is far an Individual Wodlim component, not �r a truss system. Before use, the building designer roust verify the appllcabli ly of design parametersand properly Incorporate this design Into the overall bulldIngdedgn.&acing indicated is to buckling of Individual fmssweb and/or chord members only, Addlfloraltemporaryandpelmanentbracing WGIK prevent Is always required for slablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatton storage, delivery, erection antl bracing of haws and truss syslems. vaoANMy1P11 Qualify d% DSB-89 and 8=1 Bu9dN8 Component 6904 Parke Easl Blvd. Tampa, FL 33610 SaNtyNton rafbmvdiable horn Trim Rale InsnMe. 218 N. Lee Sheet. Salt. 312, Alexandria, VA 22314. Job Truss Truss Type Oq( Ply T15233320 1558349-PSLP-KING A08 Common 1 1 Job Reference o Ronal Builders FirstSource, Fort Piece, FL 34945 8220 a Sep 2420i 8 muen muuwrcs, lh,. The Ccrc 3:38:392010 4x6 = ST1.5t Scale=1:54.6 I LOADING (pst) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL, 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FB02017/rP12014 CSI. TC 0.63 BC 0.75 We 0.72 MatdxSH DEFL. Ven(LL) Vert(CT) Horz(CT) in (loc) Well L/d -0.17 10-12 >999 240 -0.27 10-12 >999 180 0.04 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 1441le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=815/0-7-10, 9=1235/0-7-10, 7=212/0-8-0 Max Horz 1=-236(LC 13) Max Uplift 1=-292(LC 12), 9=-398(LC 13). 7=-122(LC 13) Max Grav 1=815(LO 1), 9=1235(LC 1), 7=215(LC 24) FORCES. gle) - Max. Comp./Max. Ten. -All forces 250 (Is) or less except when shown. TOP CHORD 1-2=-1352(945, 2-3= 1177/929, 3-4=-881/735, 4-5=-157/504, 5-6=-244/489 BOT CHORD 1-12=-567/1183, 10-12= 135f7l 1, 9-10=-308/672, 6-9_ 409/481 WEBS 3-12=-365/589, 2-12=-338/454, 4-9= 1422/895 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=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (envelope) and C-C Extedor(2) 0-3-13 to 6-3-13. Interior(l) 6.3-13 to 13-0-0, Exterior(2) 13-0-0 to 193-9, Interior(1) 19-3-9 to 31-0-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) All plates are 3x4 MT20 unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat 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-" wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to groin formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 1, 398 Its uplift at Joint 9 and 122i1b uplift at joint 7. Waller P. Finn PE No.22639 Mirek USA, Ina FL Cart 6634 8904 Padre East Blvd. Tampa FL 33610 Mr.. October 2,2018 A WARNING-VedfydeNgapammefeaand READNOTES ON Ma ANDMCLUDEDMIFEKHEFENANCEPAGEMIF74nJ V. flM2015BEFOHEUSE. aaaaa De9gn valitl for use only Wth MlTeltB connectons. ants design 6 hosed oNy upon wametea shown. and la for an Individual bWtlirsq component hot ��'- a truss System. Before use. the bulidag designer must veafy the applicability of design parometem and properly Incorporate this design Into the overall bulldlW design.&acNg kated lndis to prevent buckling of Individual Russ web and/or aMm members ants. Additional temporary and permanent taming MiTek Is always required for stability and to prevent collapse wnh possible personal Nlury and Property damage. For general guidance regarding the fgbacotion. storage, delivery. emeflon antl bracing of 1lasees and have systems weANSYMIl Dually CrdaM, OS049 and BMI Buld/ng Component 6904 Parke East BN4. Safety lntmmallorravalabie from Truss pate Institute, 218 N. Lee Street, sulte 31Z Alexandra, VA 22314. Tessa, FL 33610 Job Truss Truss Type Ohl Ply T15233321 1558349-PSLP-KING A09 Hip 1 i Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 Is Sep 24 eula MiT.k mauamei,,nc. run w,c STI LOADING (psi) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL, 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 46 — bx6 = Scale-1:55.4 A m N To -$ CSI. DEFL. In (lac) "deft Ud PLATES GRIP TO 0.62 Vert(LL)-0.1810-12 >999 240 MT20 244/190 BC 0.72 Vert(CT)-0.3510-12 >783 180 WB 0.60 Horz(CT) 0.04 8 Na n/a Matrix-SH Weight: 152111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-5-15 oc purlins. BOT CHORD algid calling directly applied or 7-1-10 oc bracing. REACTIONS. Qb/size) 1=814/0-7-10, 8=209/0-", 10=1238/0-7-10 Max Horz 1=-230(LC 13) Max Uplift 1— 289(LC 12). 8=-122(LC 13), 10— 393(LC 13) Max Grav 1=814(LC 1).8=209(LC 24). 10=1238(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2=-1417/986, 2-3— 890/738, 3-4=-727/722, 4-5-886/694, 5-6=-215/464, 6-7= 305/437 BOT CHORD 1-14-634/1192, 13-14=-634/1192, 12-13=-147/727, 10-12=341/612, 7-10=-372/524 WEBS '2-14=0/259,2-13=-556/588, 4-12=-84/256, 5-10=-1327/1005 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=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-13 to 6-5-4, Interior(1) 6-5-4 to 12-4-0, Exterior(2) 12-4-0 to 22-1-13, Interior(1) 22-1-13 to 31-0.0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless othermse indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl With any other live loads. 6) ' This muss 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) Bearing at jolnt(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289111 uplift at joint 1, 122 lb uplift at )olnl 8 and 393 Ib uplift at joint 10. WalterP. Finn PE NG22839 MTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 23610 Date: October 2,2018 ,&WARNING- Verydtorgn pammetersand READ NOTES ON THIS AND INCLUDED MDEKREFERANCE PAGEMIF7473rev. 1003V01SBEFOREUSE. Design valld for UwoNywilh MileWconneclols. rnsdeslgn is based only upon Parameters shown, and is form kWlvidual buadlnalCOMPonsnt.lot r` a Inns system. Before use. the building designer must verily the appllcalAlty of design parameters and properly Incorporate ih6 design Into tine overall building design. Bracing lntlicaled is to buckling of lttdlvUwl truss web and/or chord members only. Additional temporary and lcemwnent bracing MiTek' prevent Is always required for stablllty and to prevent collapse with possible personal injury and Vopedy damage. For general guidance regarding the fabrication storage, delivery- erection and bmcing of trusses and muss systems, seeAAGUIP11 GOOIM CRedo, DSB-0g and BM Building Component 6904 Parke East BNtl. Safety rtnatbrWallatNe Dom TrussRate Institute. 218 N. Lee Street - Sulfa 312, Alexantlrla. VA 22514, Tarrya, FL 33610 Job Truss Truss Type cry, Ply T15233322 1568349-PSLP-KING A10 Hip t 1 Job Reference o lional tlulloors 1-11ST,oulce, raft nece,"uve-,a 5w1e = 1:55.4 S8= 46 = 3 4 6.00 12 3x4 i 5 2 ]x10 5 4x12 6 4 116 3x8 C 1 3x6 0 • 11 • 3z4 3x4 =' 13 12 10 9• x3x4 = 3x4 24 11 = 5ze = ST1.Sxe STP = 7 B ST1.5xe STP = 3.6 o N 5.5d 10-4.0 15-8-0 23-2-3 23-00 26-0-0 r 5.51 4-10-12 -{ 5-4-0 7.6-3 0-3- 3Y 2-6-0 Plate Offsets (X Y) 11:0 1 0 Edger 13:0-6-0 0-2-81 180-0-8 Edgel 16:0-7-0Edger 17V-2-8 Edger LOADING (pat) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) -0.07 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.15 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.03 7 n1a n/a BCDL. 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 150111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=819/0-7-10, 9=1219/0-7-10, 7=224/0-8-0 Malt Horz 1= 211(LC 13) Max Uplift 1=-275(LC 12), 9- 370(LC 13), 7=-126(LC 13) Max Gmv 1=819(LC 1), 9=1219(LC 1), 7=225(LC 24) FORCES. g1g) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1457/1053, 2-3-1041/837, 3-4=-777/774, 4-5=-982/739 BOT CHORD 1-13=-712/1232, 12-13= 712fl232, 10-12=-310/880 WEBS 2-12=-411/464, 3-12=-177/321, 5-10=-426/945, 5-9=-1056/894 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf, h=151t; Cat. II; Fxp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Fxtedor(2) 0.3-13 to 6-3-13, Interior(l) 6-3-13 to 10-4-0, Fxledor(2)10-4-0 to 24-1-13, Inledor(1) 24-1-13 to 31.0-0 zone; cantilever 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) • This Buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSUlPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 275 lb uplift at joint 1, 3701b uplift at Joint 9 and 126 1b uplift at Joint 7. Walter P. Finn PE No.22839 69Tak USA, Inc. FL Cod 0634 $904 Parka East Blvd. Tampa FL 33610 Date: October 2,2018 A WARNING-yerltydealgn parametem and READMOTES ON THIS AND INCLUDED MITEKREFERANCE PAOEMIP74M mv. 1NMR0f5 BEFORE USE ��• Design Valid for use only Win Mllake connectors. Reis design Is bawd only upon parameters shown, and Is for an Individual Watling component. get a truss system. Before use, me burden, designer must Ve6fy the oWllcabllity of design pafomotem and properly Incorporate this design Into the Overall bullaIngdeslgn.BracingIndcatedIstopreventWCklingofindNidualnussweband/orchordmemWlsonly. Addlllonaltempomryondpermanenfbracing MiTek' Is always required for stablllty and to prevent collapse Win posslhle paschal nlury and property damage. For general guidance recardleg the fabrication. storage, delivery. erec ton and bracing of trusses and truss systems. seeANS W11 Quality QBera, DSBde and BCSI Building Component 6904 Parke East Blvd. Softly fnthmarna ce cfabie horn Trim Plate Institute. 218 N. Lee Street, Suite 312, Alexand4a, VA 22314. Taupe, FL 33610 Job Truss Truss Type , Qh� Ply T75233323 1558349-PSLP-KING A11 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Sep 24 2018 MI I eK Industries, Inc. I us uct 2 I J:Ja:42 zu1 a rage 1 ID:grPOxPpZuPJOiJziQe4vlDzKtde-Sml4NJeCvsl LwV5blM011jYO94a2LU6EviHJwyXRLB r2-1-0 1 84-0 1&40 1 17-&0 223-13 1 27-&1 l 30-0.0 )M11.0.0 2-1-0 M 4.8-0 4.8-0 4-7-13 4-11-5 2-8-15 1 40 Scale= 1.55.5 4x6 = _ 3x4 = 4xS — c nn f- 3 17 4 18 5 ST1 3x4 = 3x8 = 30 3x8 = 6x8 = LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' I Rep Stress Incr YES BCDL 10.0 Code FBC2017/1PI2014 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3'Except* 7-10: 2x6 SP No.2 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TC 0.66 Ven(LL) -0,2611-13 >999 240 MT20 244/190 BC 0.86 Vert(CT) -0.4311-13 >753 180 MT20HS 187/143 W B 0.78 Horz(CT) 0.16 10 Na n/a Matrix-SH Weight: 177111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.8 of; puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. REACTIONS. (lb/size) 1=981/0-7-10,10=1136/48-10,8=74/0-8-0 Max Harz 1=493(LC 13) Max Uplift 1_ 284(LC 12), 10=-376(LC 13), 8= 88(LC 13) Max Gmv 1=981(LC 1), 10=1136(LC 1).8=85(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1592/1208, 2-3=-1074/902, 34=-919/897, 4-5=-987/946, 5-6=-11591969. 7-10=-335/343 BOT CHORD '1-15=932/1380, 13-14=-429/589, 11-13=-565/1046, 10-11-644/937 WEBS 2-13=-51/407, 4-13=-2921228, 6-11=-1471307, 6-10-1118/856 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VWt=160mph (3-second gust) Vasd=124mph; TOOL=4.2psf; BCDL=5.OpsF h=1511; Cat. II; Evip C; Encl.. GCpI=0.18; MWFRS (envelope) and C-C Exterfor(2) 0-3-13 to 6-3-13, Interior(1) "-13 to 84-0, Exterfor(2) B-4-0 to 16-9-13, Inledor(1) 16-9-13 to 17-8-0, Extedor(2) 17-8-0 to 26-1-13, Interior(1) 26-1-13 to 31-0-0 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) All plates are MT20 plates unless otherwise indicated. 6) 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 lit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 Ib uplift at Joint 1, 376 lb uplift at Joint 10 and 88111 uplift at joint 8. Waller P. Finn PE NC22839 611Tek USA, Inc. FL cent 6834 6934 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 AWARNING-VedrydaslgnparaefvrmaedREAD NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MII-74TGrev. IG=?fns BEFORE USE Design valid for use mlywlih M6ek® vnnectors. TNsdeslgn is basal only upon parameters stwwn, and Is form Individual bfAd Ing component, trot w` a frao system, Before use. the building dougner must verify the appllcabOlN of design parameters antl propedy Incomorate this design Into the overall bdlldingdeslgn. Bracing Indicated Istoprevent bucklingofirMMdualfmssweband/or chord members my. Addllla itemporarymdpermamnlbrming MiTek' h always regWred for stability and to prevent collarse with "Us pecOn,fl Injury and property damage. For general guldmce regarding the fabikntion. storage, delivery, erection entl bracing of trusses end Pass systems, seeaignRiQua/By ClReria, DS04P and BCU Building Component 6904 Parke East Blvd. Safely Nbanalbmvdlable from Truss Plate Institute, 218 N. Lee Street, Wife 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oh,I Ply T15233324 1558349-PSLP-KING 801 HIP 1 1 Job Reference (optional) Builders FuStSource, FOrt PIOCe,!'L 3494b a oep ermio rvnien umu�m ,ue ..�. c ST1.5xe STP= -- 46 _ 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' 7-8: 2x6 SP No.2 Scale = 1:54.0 5x8 — 2x4 11 Sx8 = 4 16 5 17 6 3,01 = 3x4 = 3x4 = ST1.Sx8 STIR= 3x8 = 3x6 [I CSI. DEFL. in (too) I/deft Ud PLATES GRIP TC 0.62 Vert(L-) 0.11 10-12 >999 240 MT20 244/190 BC 0.50 Vert(CT) -0.18 10-12 >999 180 We 0.62 Horz(CT) 0.05 8 n/a n/a Matrix-SH Weight: 165 lb FT=20% BRACING - TOP CHORD Structural wooer sheathing directly applied or 3-11-8 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing. REACTIONS. (lb/size) 2=1159/0-7-10, 8=1085/0.6-10 Max Horz 2=197(LC 11) Max Uplift 2=372(LC 12), 8=313(LC 8) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3= 1995/1433, 3-4=-1617/1227, 4-5= 1555/1288, 5-6= 1555/1288, 6-7=-1233/911, 7-8=-1028/845 BOT CHORD 2-13= 1391/1703, 12-13=-1391/1703, 10-12=101311398, 9-10=-74611031 WEBS:3-12=360/436,4-12=-152/360,4-10=-194/314, 5-10=-411/449,6-10=-476/717, 16-9=-213/298, 7-9=-681/1029 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=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Intedor(1) 5-0.0 to 10-4-0, Exter or(2) 10-4-0 to 18-9-13, Intedor(1) 18-9-13 to 23-8-0, Eldedor(2) 23.8-0 to 29-8-4 zone; cantilever left and right exposed ; end vertical right 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 ponding. 4) This truss has been designed for a 10.0 pet 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 fall 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 372 lb uplift at joint 2 and 313 lb uplift at joint 8. WakerP. Finn PE No.22839 MTek USA, Inc. FL Cal 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 ,& WARNING -Verity design parameters and READ NOTES ON This AND OaCLUDED MITEKREFERANCE PAGE MIF7473ree. MAV201S BEFORE USE Design valid for use only with MneMID connectors. This erosion is based only upon parameters shoum, and Is for an adivldual Wading component, not Dot a buss system. Before use, the Wlld1W designer must verify the oppllcablllly of dosign parameters and properly Incorporate ihls tleslgn Into the overall bulldingddgn. Bracing lndloafedIstoprevent cackling ofidMdualVossweb and/or chord members only. Addlllonaltemporoyandpermanentbracing MtTek' Is always required for stabllltyand to peveni collapse with poestee personal blury and Properly damage. For general guidance regarding the fabrlcatloru storage, dellvery, erectlon and bracing of lmssesand Cuss systems. weANWWII QuaZyCrdorb,DSS-69 and 11CSIBa9dhl, Component 6904 Parke East Blvd. SaHfylnMrmafbmvdlaNe from Truss Plate lnst1Wte,218 N. Lee sheet. Suite 312, Alexandra, VA 22314. TaWa,FL 33610 Job Truss Truss Type , Cry Ply T75233325 1558349-PSLP-KING B02 HIP 1 1 Job Reference o tional 10 A.11TnY InAuerriae Inn Tun (lr•, 019.9Wd49n1a Pana1 euuaers Firsrnource, run rivca, rL, 945 -,- ____,_,...,_....--_-,EfTjA-. -. ID:grPOxPpZuPJOiJzi0e4NDzKtde-PDk2V2LukW 61bEfTjAOUNSpxNunN W DiPhOBOOpyXRL9 4 I 0 { 49-5 15.19011 I 249-3110 0 31-01 51-1-0 0.-5 &111-04S82 S5 Scale = 1:54.2 4x6 - 3x4 = 3x4 = 3x4 - 4x6 = ST1.Sx85TP 3x4 / 3x8 = 3x4 = 3x4 - 3x8 = ST1.5SX STP = 3x6 I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.50 Vert(LL) -0.13 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.28 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.92 Hoa(CT) 0.07 11 n/a PIG BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 157 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins, BOT CHORD 2x4 SP No.2 except end vedjcajs. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. REACTIONS. (Ib/size) 2=116110-7-10.11=1156/0-6-10 Max Hoa 2=172(LC 11) Max Uplift 2=-366(LC 9), 11= 381(LC 8) FORCES. (Ib) - Max. CompJMax Ten. -All tortes 250 (lb) or less except when shown. TOP CHORD 2-3=-1958/1421, 3-4=-1768/1237, 4-5=-1554/1185, 5-7=-1869/1366, 7-8= 963/788, 8-9=1118/802, 9.11=-I132/939 BOT CHORD 2-15=1314/1687, 13-15=1279/1909, 12-13=-117411709 WEBS '3-15=-188/348, 4-15=-2771520, 5-15=-520/3B4, 7-13=-82/344, 7-12= 956/694, e-12=-721296, 9-12=-638/1051 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL--7.2ps1; BCDL=5.Opsf; h=15ft1 Cat. It; Exp C; Encl., GCpl-0.18: MWFRS (envelope) and C-C Extedor(2) -1-0.0 to 5-0-0, Intefior(1) 5-0-0 to 8-4-0, Extedor(2) a-4-0 to 16-9-13. Interior(l) 16-9-13 to 25-8-0, Exterior(2) 25-8-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical fight e>gloseQC-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 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will of between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3661b uplift at Joint 2 and 381 Its uplift at Joint 11. Walter P. Finn PE No.22839 Mj'Tek USA, Ina FL Cett 6934 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 A WARNING - Vedry design pammafnn and READ NOTES ON MIS AND INCLUDED M?EK REFERANCE PAGE MI4T4T3 rev. 101XV2015 BEFORE USE Design valld foe use oNy W,th Mlletogoonneclots. tins design Is hosed orly upon parameters shown. aM Is form indMtlual bu;iding component, rat a truss system. Before use, line bantling designer must verify the applicabllily of design mortises and properly Incorporate this design Into the overall bunding design. Bracing Indicated is to buci ling of lndivldual llussweb and/or chord members only. Addltlonal temporary and permanent bracing MtTek• prevent Is always iequlred for stability and to prevent collopse with possble personal Injury and properly damage. For general guidance regarding the fablicallon storage, delivery, erection and b,ocing of busses and truss system% seaAlgSUM11 Quality Wadi. DSR-09 and SM Ru0d6ry component 6904 Parka Eest Blvd. SatofyrntonnatbmvdIcNe from Truss Plate Insfltule. 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 3361 D Job Truss Truss Type Gry, Ply T75233326 1558349-PSLP-KING B03 HIP GIRDER 1 1 Job Reference (optional) bulloem rlrsicource, run title., IL JvtivO NAILED NAILED NAILED 6x8 = _ NAILED NAILED NAILED 2x4 NAILED NAILED NAILED 7x10 NAILED NAILED 6.0 12 3 15 16 17 418 19 20 21 5 22 23 24 NAILED NAILED 6x8 = 625 26 Scale=1:54.2 S11.5xa 61 P= 21 2a ee --`- au m ce ea ur - oo u, axe= 2x411 NAILED NAILED 5x8 = 4x10 MT20HS= NAILED 5x8= NAILED NAILED ST1.5xe STP= SlSecial NAILED NAILED NAILED NAILED 4x6 = 3x6 II NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate GAP DOL 1.25 TC 0.97 Vert(LL) 0.38 11-13 >918 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.50 11-13 >701 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.80 Horz(CT) 0.11 9 n/a Na BCOL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 169 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP No.1, 6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at mldpt 3-13. 6.11 WEBS 2x4 SP No.3 *Except* 3-13,5-13,6-11:2x4 SP No.2 REACTIONS. (lb/size) 2=2097/0-7-10, 9=2262/G-6-10 Max Horz 2=153(LC 26) Max Uplift 2=-1069(LC 8), 9=-1207(LC 5) Max Gmv 2=2098(LC 19), 9=2262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4011/2116,3-4=-5142/2882, 4-5=-5140/2880, 5-6=-4475/2502, 6-7=-1671/912, 7-9=-2303/1183 BOT CHORD 2-14=-1925/3481, 13-14=-1925/3459, 11-13=2547/4522, 10-11=-844/1541 WEBS 3-14=-25/658, 3-13=-1133/1932, 4-13=-807/775, 5-13=-375/683, 5-11-11001938, 6-11- 1837/3243. 6-10- 11921913, 7-10=-1097/2092 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.0psf; h=1 Bit; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Cantilever left and Fight exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the 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 1069lb uplift at joint 2 and 1207 to uplift at joint 9. 6) "NAILED" Indicates 3-1 Od (0.146"x3') or 2-12d (0.148"x3.25") toe -nails per NDS guldlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 241 lb down and 129 lb up at 6-6-8 on bottom chord. The design/selection of such connection device(s) Is the responsiblllty of others. 10) 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) Ven: 1-3=-54, 3.6=-54, 6-7=-54, 7-8=-54, 2-9=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 0834 6904 Parka Emil Blvd. Tampa FL 33610 Dale: October 2,2018 ®WARNING - Vedlydee/gnparanrotersentl NEAR NOTES ON TNSAND WCLUDED MITEKNEF£NANCEPAGEM141473 rev. 10411TRO15BEFONE USE. Design valid for use ohiywlth NMeMconnectors. This design Is based only upon parameters shown. and Isior an k ervalual beading compotront, trot a truss syslem. Before use, the building designer must verify Lre appllcablllly of design parameters and properly Incorporate this design Into the overall bulldIngdeslgn.&acinglndkatedIstoprevent buckling oflndlvidualhuss veb and/or chord members only. Addllionaltemporaryandpermanenibraclrxl MOW Is always required for slablllNoud to prevent collapse wnh poerble personal injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of imssesond Loss systems. sonaWSYMI OoorDy Cdesb, DSB49endff=ftShc Component 69D4 Paske East Blvd. Soletylnlerrrro kstavallable from buss Plate Insatute. 218 N. lee Street. Sulte 312, Nexancria, VA 22314. Tarry., FL 33610 Job Truss Truss Type Qly Ply T75233326 1558349-PSLP-KING B03 HIPGIRDER 1 1 Job Reference o donal Culiaefs 1-I151bource, rert Flees. rL J9a4p NAILED NAILED NAILED 6x8 = _ NAILED NAILED NAILED 2x4 NAILED NAILED NAILED 7x10 NAILED NAILED 6.00 F12 3 15 16 17 418 19 20 21 5 22 23 24 NAILED NAILED 6xE _ 625 26 Scale = 1:54.2 axe= 2x411 NAILED NAILED 5,8= 4x10MTMHS= NAILED Sx8= NAILED NAILED STI.5x8 STP= Special NAILED NAILED NAILED NAILED 4x6 = 3x6 II NAILED NAILED NAILED 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 [net NO Code FBC2017/TP12014 CS'. TC 0.97 BC 0.60 WEI 0.80 Matrix-SH DEFL Von Ven(CT) Horz(CT) in (roc) I/dell Ud 0.38 11-13 >918 240 -0.5011-13 >701 180 0.11 9 Plat Plat PLATES MT20 MT20HS Weight: 1691b GRIP 244/190 1871143 FT=2o% LUMBER- BRACING - TOP CHORD 2x6 SP No2'Except' TOP CHORD Structural wood sheathing directly applied, except end venicals. 1-3: 2x4 SP No.1, 6-8: 2x4 SP N0.2 BOT CHORD Rigid calling directly applied or 4-10-7 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 3-13. 6-11 WEBS 2x4 SP N0.3'Except' 3-13,5-13,6-11:2x4 SP No.2 REACTIONS. (Ib/size) 2=2097/0-7-10, 9=226210-6-10 Max Horz 2=153(LC 26) Max Uplift 2=-1069(LC 8), 9=-1207(LC 5) Max Grav 2=2098(LC 19). 9=2262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-401112116, 3-4=-5142/2882, 4-5=-5140/2880, 5-6=-4475/2502, 6-7=-1671/912, 7-9= 2303/1183 BOTCHORD 2-14= 1925/3481, 13-14=.1925/3459, 11-13=-2547/4522, 10-11-844/1541 WEBS 3-14=-25/658,3-13=-1133/1932,4-13=-8077775, 5-13— 375/683, 5-11=-1100/938, 6-11=-1837/3243,6-10=-1192/913,7-10=-1097/2092 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=5.Opsf; h=151t; Cat. II; EN1 C; Encl., GCpi=0.16; MWFRS (envelope); cantilever left and right exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1069 to uplift at joint 2 and 12071b uplift at joint 9. 8) "NAILED" indicates 3-10d (0.148"x3") or 2.12d (0.148'x3.25') toe -nails per NDS guidtlnsa. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 241 lb down and 129lb up at 6-6-8 on bottom chord. The designiselectlon of such connection device(s) Is the responsibility of others. 10) 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 Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-54, 3-6=-54, 6-7=-54, 7-8=-54, 2-9=-20 Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 WARNING-Vadry rregnprarealersantl READNOTESON MSANDINCLUDEDMREKREFERANCEPAGEMg44Mree I0,11342915BEFOREUSF Design valid for use orly with M11ekffi conreclors. ins deUgn b basetlonly upon parameters shown, and is for on IndMtlual building component. trot a have system. Before use, the bWidf ng designer must verify the applicability of design parameters and properly Incorporate Ihls design Into the overall buildlrgdeslgn. DacIngindicated Istoprevent hackling oflydr,idualtrussw¢band/or chard membereonly. Addlflonaltemporaryadpermanenibracing M!Tek� Is always required for stablllty and to prevent collapse with possible personal a9ury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of fusses and truss systems, scoANSM1011 Qua' Canada. OS9.89 and BCSI Bu➢dbng Component 6904 Parke East Blvd. SaNlyNmenallolrsvallable hem Truss pate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type O(y Ply T15233327 1558349-PSLP-KING C01 Roof Special 1 1 Job Reference. (optional) bunaers r raS ource, run rreee,"erewo 4x6 = _ 3,4 = 4><6 — 4 16 ' 5 17 6 STI.Sxe STP= 3x8 = 3x6 = 3x8 = 6x8 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (foe) Well Ud TGLL, 20.0 Plate Gdp DOL 1.25 TC 0.5D Ven(LL) -0.19 10-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.27 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.03 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-13: 2x6 SP No.2 REACTIONS. (Ib/size) 9=943/Mechanical, 13=1018/0-6-10 Max Horz 13=191(LC 9) Max Uplift 9=-290(LC 13), 13=-312(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-10121780, 4-5— 862(768, 5-6=-87a(760, 6-7=-10391744, 2-13=-208r358 BOT CHORD 12-13_ 711l751, 10-12= 694/957, 9.10= 5411700 WEBS 4-12=-119/265, 6-10=-56/261, 7-10= 661266, 7-9=-1048(638, 3-13=-1016/679 PLATES MT20 Scale = 1:50.0 GRIP 244/190 Weight: 164111 Fr=20% Structural wood sheathing directly applied or 5-1-15 oc putting, except end verticals. Rigid ceiling directly applied or 6-10-15 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=5.OpsF h=15ft; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteror(2) -1-1-0 to 4-11-0, Interior(1) 4-11-0 to 8-5-8, Extedor(2) 8-5-8 to 14-5.8, Intedor(1) 14-5-8 to 17-4-8, Extedor(2) 17-4-8 to 22-7-0, Interior(1) 22-7-0 to 25-9-4 zone; cantilever left and Fight exposed; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 4) This thus 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 3.64) tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opst. 6) Refer to girder(s) for Tmss to truss connections. 7) Provide mechanical connection (by others) of Imss to bearing plate capable of withstanding 290 lb uplift at joint 9 and 312111 uplift at joint 13. Walter P. Finn PE No.22839 kLTek USA, Inc. FL Cod 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGEMIF7473 an, 1aN.aQBf6 BEFORE USE. ssass Design valid for use only with MgeMeonnecids. This design 6 based orry upon parameters shown, anal Is for an ly,flAdual burding comporenL not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingdesion.Facing lndicatedistopmventbuckling oflndNidualtons web anal/or chord members only. Addlilonaltempomryandpermanentbfacing MiTek' Is always regNred for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regardng the fabrlcatlon, storage. delivery. erection and bracing of imsves and Fuss systems, seeAHSVWII OaDIDr CiBaM, DSB-0P and BC51 Building Componand 69M Parke East Blvd. SONtyadonnalbtprvallalNe from truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlrla. VA 22314, Tampa, FL 33610 Job Truss Truss Type QJy Ply T15233328 1558349-PSLP-KING CO2 Roof Special 1 1 Job Reference (optional) Builders FirslSource, Fort Piece, FL 34945 u2LU s cep 24 ZU16 MI I eK Inaustnes, Inc. I no ucl Z 1J:ae:4a 2Ultl rage 1 ID:grPOxPpZuPJOiJziQe4vlDzKtde.H?ZZLQOPoicB4syFyOTQXlmaaDNS9X_cr9cXayXRL5 -1-1-0 6-5-e 12-11-0 19-4-6 20-"I. 251i-V 1-1-U 6-5-8 6-5-8 6-5-8 1-2-8 - 5-4.0 Sx8 = Scale=1:48.9 2x4 II 5x8 = 154 16 6 64x6 = 2x4 11 ST1.5x8 STP = 3x4 = 3x8 = 3x4 = 3x4 = 6x8 = 3x6 11 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 Incr YES Code FBC2017/TPI2014 CSI. TO 0.61 BC 0.45 WEI 0.43 Matrix-SH DEFL. in Vedi(LL) 0.06 Ven(CT) -0.10 Horz(CT) 0.03 (too) Udall L/d 11 >999 240 8-9 >999 180 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 164 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 no purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. 2-13: 2x6 SP No.2 WEBS 1 Row at midpt 6-8 REACTIONS. (lb/size) 8=943/Mechanical, 13=101a/0-6-10 Max Horz 13=161(LC 12) Max Uplift 8=369(LC 9), 13=-318(LC 9) FORCES. jib) -. Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3- 10531710, 3-4-11831902, 4-5-1183f902, 5.6-989f706, 2-13=-958/816 BOTCHORD 12-13=-370/167,11-12=-689/863, 9-11-621/878. 6-9=-609/839 WEBS 3-11=-233/470, 4-11=-400/417, 5-11=-336/444, 6-9= 48/270, 6-8= 1113/809, 2-12=-343/820 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=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi--0.18; MW FRS (envelope) and C-C Exledor(2) -1-1-0 to 4-11-0, Intedor(1) 4-11-0 to 6-5-8, Exterior(2) 6-5-e to 12-5-8, Intenor(l) 12-5-8 to 19-4-8, Exledor(2) 19-4-8 to 20-7-0, Interior(1) 20-7-0 to 25-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ` This Imes 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 lit between the bottom chord and any other members. 6) Refer to girder(s) for miss to truss connections. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 369lb uplift at Joint 8 and 318lb uplift at joint 13. Walter P. Finn PE No.22838 MIT& USA, Inc. FL Cart 6634 6904Parke East Blvd. Tampa FL 33610 Date: October 2,2018 O WARNING. Vedfydes/gmpmamefers sad READ NOTES ON THMANDWCLUCED UR KREFERANCE PAGEMlh74nrev. INa34aOISSEFOREUSE. Design valid for use oNywith M6eld,connsectofs. INsdasign b based only upon patatneten siwwn and Is form Individual Wading component, trot a truss system. Before use, the building designer must vedty, the appllcabsiy of design parameters and properly Incorporate this design Into the overall buldingdeslgn.&acNgIndicated istoprevent bucklingoflndMtlualhum web anal/or chord members only. AddiilomltemporayandpermamntbTming MiTek' Is always re ruired for staNlly and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication storage, delivery, erection and bracing of musses and truss systems, seeANSWIf Quantity C@orb, pSB69 and SCSI BuBding Component 6904 Parke East Blvd. Safety Bdortnatbmvdiabie from Truss Plate Institute. 216 N. Lee Sheet, Suite 31Z Aexandna, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qhy Ply T15233329 1558349-PSLP-KING CO3 Half Hip 1 1 Job Reference (optional) nuneers rnsroeutcn, run nece, r�ovnvo ._ __ _ _ _._."`�"="'":"':="P:"_'=�'•,�_L.:............ .._......_.... _. q b Scale = 1:45.4 4x6 = 3x4 = 5.6 = 3x6 = 6.00 12 3 4 13 5 14 6 STI.5x8 STP = 3x8 = 3x4 = 'X4 3x6 = 3x6 I 3x6 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (lot) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.206 TC 0.59 Ven(LL) 0.08 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.16 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 HOrz(CT) 0.03 7 r✓a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 150 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.4-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid telling directly applied or 5-9-4 oc bracing. 2-12: 2x6 SP No.2 WEBS 1 Row at midpl 4-11. 6-8 REACTIONS. (lb/size) 7=943/Mechanical, 12=1018/0-6-10 Max Horz 12=131(LC 12) Max Uplift 7=-401(LC 9), 12-354(LC 9) FORCES. (lb) -,Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 958/681, 3-4= 8161682, 4-5=-1447/1049, 5-6= 1182l781, 6-7= 879/663, 2-12=-985/821 BOTCHORD11-12=-254/94,10-11=-1049/1447, 8-10=-800/1200 WEBS 4-11=-740/431, 5-10=-294/291, 5-8=-55B/548,6-8=-895/1351, 2-11=-481/886 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Extedor(2) -1-1-0 to 12-11-5, Interior(1) 12-11-5 to 25-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss haslbeen 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 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to tmss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 7 and 354 lb uplift at joint 12. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cad 6834 6984 Parke East Blvd. Tampa FL 33618 Date: October 2,2018 Job Truss Truss Type I Oty Ply T15233330 1558349-PSLP-KING C04 Half Hip Girder 1 1 Job Reference (optional) Builders Fust5oufce, Fort Piece, FL 34945 b.LLU S Sep Z4 ZU15 IM I aK l nausines, Inc. I no Vcl 21 J:JO:ou zu I6 6.00 F12 4x6 = NAILED NAILED 13 3 14 NAILED NAILED NAILED NAILED axe = NAILED NAILED NAILED 6x12 MT20HS = NAILED 15 16 417 18 19 20 5 21 Scale = 1:45.4 NAILED NAILED Exe = 22 23 6 ST1.5x8 STP= 4x12 =NAILED NAILED NAILED 3x4 = NAILED NAILED 4x6 = 5x8 = NAILED NAILED NAILED 4x6 II 3x6 IINAILED NAILED NAILED NAILED LOADING (psi) 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 Incr NO Code FBC2017/rP12014 CSI. TC 0.92 BC 0.95 We 0.78 Matrix-SH DEFL. In Ve I( Q 0.27 Veri -0.39 Horz(CT) 0.07 (lac) I/tlefl Ud 8-10 >999 240 8-10 >779 180 7 n/a n/a PLATES MT20 MT20HS Weight: 142 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1:-3: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpl 4-11. 6-8 9-12: 2x4 SP No.1 WEBS 2x4 SP No.2 "Except' 3-11,4-10,5-8,2-11: 2x4 SP No.3, 2-12: 2x6 SP No.2 REACTIONS. (Ib/size) 7=1764/Mechanical, 12=1816/0-6-10 Max Horz 12=81(LC 8) Max Uplift 7=-964(LC 5), 12_ 913(LC 5) FORCES. (Ib) -Maxi. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1362/687, 3-4= 1238/665, 4-5=342211856, 5-6_ 3117/1699, 6-7_ 1635/1016, 2-12=-1814/857 BOT CHORD 10-11=-1856/3422, 8-10=-173713159 WEBS 3-11=0/332, 4-11=-2378/1308, 4-10=0/473, 5-10=-129/287, 5-8= 971/887, 6-8= 1788/3287,2-11= 843/1709 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 par 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 964 lb uplift at Joint 7 and 913 lb uplift at joint 12. 8) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fmnt (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3=-54, 3-6=-54, 7-12=-20 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL S3810 Date: October 2,2018 Q WABN/NG-Aedtydows pammet....d HEADNOres ON THNANDINCLUDEDMITEKNEFEFANCEPAGEMIF74Mmv. 10/01110159EFOAEUSE Design valid for use only Wh Wool Connectors. This design k bused only Upah parameters shown. and Is for an IndMtlual Welding component, nor a truss system. Before use, llw building all must verify the appllcabelty, m of design parameters and propthiserly Incorporatethisdesign Into the overall haNingdesign. &acing local Xto prevent buckling otlndMdual fruss web and/or chord members only. Adtliaorlaltemporaryondleelmanenibracing MOW Is always real for stabilly and to prevent collapse with possl personal hlury and properly damage. For general guldance regarding the fabrktatlon, storage, delivery, erection and bracing of trusses and truss systems, socANM/IPII Cual3y Call Wall and SCSI Bull Component 6904 Parke East Blvd. Safety lnfeonallonavallabie from truss Plate Ilse lure, 218 N. Lee Street, sure 312, AlexarWdo, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Gty Ply T15233330 1658349-PSLP-KING C04 Halt Hip Girder 1 1 Job Reference (optional) UUI1der3 FIrS1601.1rce, I-ori Fees, FL 3494b o.emaonp eY m,o nu, en„mm,,,co, ,I— ,ua ..I .......... �..,.. 6.00 12 4x6 NAILED NAILED NAILED NAILED 13 3 14 15 16 NAILED NAILED 3x8 = NAILED NAILED NAILED 6x12 MT20HS = NAILED 417 18 19 20 5 21 Scale = 1:45.4 NAILED NAILED 5x8 22 23 6 ST1.5x8 STP = 4x12=,vAaca aAiLcu ,vniLCU 3x4 = vA"`v 5x8 = 4x6 N 3x6 II NAILED NAILED NAILED NAILED 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 Incr NO Code FBC2017frP12014 CS. TC 0.92 BC 0.95 WB 0.78 Matrix-SH DEFL. In Vert(LL) 0.27 Vert(CT) -0.39 Horz(CT) 0.07 (too) /deft L/d 8-10 >999 240 8-10 >779 180 7 Na n/a PLATES MT20 MT20HS Weight: 1421b GRIP 244/190 1871143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. BOT CHORD 2X4 SP M 31 'Except' WEBS 1 Row at midpt 4-11, 6-8 9-12: 2x4 SP No.t WEBS 2x4 SP No.2 *Except* 3-11,4-10,5-8,2-11: 2x4 SP No.3, 2-12: 2x6 SP No.2 REACTIONS. (lb/size) 7=1764/Mechanical, 12=1816/0-6-10 Max Horz 12=81(LC 8) Max Uplift 7=-964(LC 5), 12=-913(LC 5) FORCES. (I e) -. Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1362/687, 3-4= 1238/665, 4-5=-3422(1856, 5-6=-3117/1699, 6-7=-1635/1016, 2-12= 1814/857 BOT CHORD 10-11 =-I 85613422, 8-1 0=-1 737/3159 WEBS 3-11=01332, 4-11=-2378/1308, 4-10=0/473, 5-10=4291287, 5-8= 971/887, 6-8-1788/3287, 2-11= 843/1709 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf; h=1511; Cat II; Exte C; Encl., GCpI=0.18: MIN FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for Ines to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 964 lb uplift at Joint 7 and 913lb uplift at Joint 12. 6) "NAILED" Indicates 3-10d (0.148"x3") or 3.12d (0.148"x3.25") toe -nails per NOS guldlines. 9) in the LOAD CASES) 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 (pit) Vert: 1-2=-54, 2-3=-54, 3-6=-54, 7-12= 20 Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cott 0834 6904Parke East Bhd. Tampa FL 33610 Date: October 2,2018 A WARNING- Vedlydesignpemm9fem andlff540 NOTES ON THIS AND INCLUDED MTTEKREFERANCEPAGEMY-747ttev. 101111VIS&EFORIFUSZ �w�' Design valld for Use only Win Mfrelt®canfv ct.M. Res design k bosedoNy upon paameters shown, and Is for on Individual building component, not a inns system. Before use, the bullring designer must verify the applicaMlN otdesign pommeters and properly Incorporate, Ins; design Into the overall ■.��■ buedngdedgn.Bracing lreikated is to prevent buckting of Individual tmssweb and/or chord members only. Addllonaltemiromryandpermanentbracing MiTek' Is always required for slabally and to prevent collapse with possible personal mury and properly damage. For general guidance fegarding the fabrication storage, delivery, erection and bracing of lasses and truss systems focANSgWI QMW Cdfeda, DS849 and BCSI Building Component 6904 Parke East Blvd. Safely fnfomrallonavdlabie from Truss Rate Insnlute, 218 N. Lee Sheet Suite 312, Arexandrla, VA 22314. Tarr;,., FL 33610 Job Truss Truss Type , Oty Ply T15233331 1558349-PSLP-KING CA Corner Jack 6 1 Job Reference (Cot I a n al eunaers mrs[Source, ron Mace, M ovavo 2x4 = STI.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.12 VeIt E -0.00 2 >999 240 TCDL 7.0 Lumber DOL 1,25 BC 0.01 Verl(CT) -o.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 8/Mechanical, 2=125/0-7-10, 4=9/Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-8(LC 1). 2= 63(LC 12) Max Gram 3=18(LC 8), 2=125(LC 1).4=18(LC 3) FORCES. (lb) -. Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:T0 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUII=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl.. GCpi=0.1 B; MW FRS (envelope) and C-C Extefior(2) zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This Imss 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 6lb uplift at joint 3 and 63111 uplift at Joint 2. Walter P. Finn PE No,22838 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 2,2018 ® WARNING. ,Vetltydeslgnpammefersand READNOTES ON THIS AND INCLUDED MNENREFERANCE PAGEMA-7473mv. IaRlIZOI5BEFORE USE. Design vdld for use any With Mliek®connectors this design 5 based only upon parameters shown. and Is form I IMclual Wilding component not a truss system: Before use, the WlldIng designer must verr the appllcab0lty of design parameters and properly inco4wrate this deom Into the overall butdngdeslgn.&acingIndicated IstopreveniWcklingoflndMdudn oweb and/or chordmembeismy. Addtionaltemporaryandpermanentbracing MiTek' Is always real for slabatty and to prevent collapse wlih possible personal hlury mc! properly damage. For general guidance reaardng the fab4catlon.storage,delivery, erection and bracing of trusses and fuss system%seeANSMII Oud/6y Crikub, DSBd9 and SCSI BuRd/ng Component 6904 Parke East BHd. Safety lnfarmamomvdlabte from inns Rate Institute. 218 N. lee Street. Sulte 312, Nexandaa. VA 22314. Tarry., FL 33610 Job Truss Truss Type Oty Ply T75233332 1558349-PSLP-KING CJ3 Corner Jack 6 1 Job Reference o tional builders -ustsource, ran Fleas, rL J4V4* Scale: 1'=1' 20 = ST1.SxS STP= 3-0-0 3.0-0 Plate Offsets (X Y)-- [2:0-1-4 Edgel LOADING (pst) SPACING- 2-0-0 CST. DEFL. In (fee) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(Cf) -0.00 3 n/a n/a OCDL 10.0 Code FBC20177TPI2014 Mattix-P Weight: 11III FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. SOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanir I Max Harz 2=92(LC 12) Max Uplift 3=-63(LC 12), 2=-71(LC 12) Max Grav 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15f4 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl with any other live loads. 3) ' This truss has been designed for a IIva 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 63Ito uplift at joint 3 and 71 lb uplift at Joint 2. Walter P. Finn PE No.82838 MiTek USA, Inc. FL Cad 6634 69M Parka East Blvd. Tampa FL 33610 Date: October 2,2018 A WARNING -Vedfydeslgnpmameters and READ NOTES ON THIS AND INCLUDED MNEKREFERANCEPAGEMOJ423rev. 10A10,2015 BEFOREUSE Design valid for use only with MlfekH connectors. 1ha desgn Is based orly upon parameters shown, and Is for an Individual building component, not a truss system; Before use. the building designer most vetlfy the applicability, of design parameters and properly Incorporate Ihb design Into the overall bulldIngefesign. arming Indicated Is to prevent buckling of Individual tmssweband/or chord members only. Addltionaltemporaryandpermanentbraclag MiTek' h always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabricators storage, delivery, erection and bracing of Trusses and truss systems: seeANSUM1/ GuuRy Cd &, DS849 and Sm Building Component 6904 Parke East BNd. SDfofyfnfolmef anovalloble from Truss plate Institute, 218 N. Lee street, Sulte 312, Alexandria, VA 22314. Tom., FL 33610 Jab Truss Truss Type Oty Ply T75233333 1568349-PSLP-KING CJ5 Corner Jack 2 1 Job Reference (optional) uullders rlrstsource, 1-on Fleas, 1-1-34a4b .,em aoep ev ev,o rvai en nmuemw., n - ,oa v.t c, 5....., 3x4 = ST1.5x8 STP = 5-0-0 Scale=1:10.2 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Mor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix-P Weight: IS to FT=20% LUMAER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Harz 2=142(LC 12) Max Uplift 3=-122(LC 12), 2=-85(LC 12) Max Grant 3=115(LC 1).2=252(LC 1), 4=92(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL.4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCp1=0.16; MWFRS (envelope) and C-C Exterlor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ` This truss has been designed for a live load of 20,0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3 and 851b uplift at Joint 2. Welfare. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6004 Parka East Blvd. Tampa FL 33610 Date: October 2,2018 Q WARNING- yedty design pammetenand READ NOTES ON THIS AND WGLUDEDMfTEKREFERANCE PAGE MIF74M., 1=34?015 BEFORE USE. Design vaild for use only with MITek® connectors. This design k based only upon parameters shown. and is form YWMdual burding oompanent. out a inns system. Before use. Ithe building designer must voi fy Inc appllcablllN of design parameters and proPeriy Incorporate thk design Into the overall bulidingdeslgn. Bracing Indicated is to prevent buckling oflndlMdual aussweb anal/or choral members only. Addlflonallempama mdpelmanentbracln0 MfTek• Is always required for stabllilyand to prevent collapse with possbe personal Injury and propertydamage. For general guidance regarding 4se fabileallom storage, delivery, erection and bracing of tNsse9and imnstetems, seeANSUWI Gualdy Crgeft D5Bdg and 8C51RUEdOp Component 6904 Parke East BNd. SoraNadormutbmvallable form muss Plate Institute. 218 N. Lee street suite 312, Nexandrlo. VA 22314. Tenye, FL 33610 Job Truss Truss Type Od Ply T15233334 1558349-PSLP-KING 001 Common Girder 7 n G Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s SOP 2420i8 MIT arc lnausti Inc, Toe Out a 13:38.6420I8 di 4x6 11 3x8 2.4 II 6.8 7x10 = "' --- 6xe = 2x4 II""--- 3xe \ HTU26 HTU26 Special HTU26 Scale = 1:39.6 �4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (lac) I/dell L/d PLATES GRIP TOLL' 20.0 Plate Grip DOL 1.25 TO 0.41 Vert(LL) 0.13 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.21 11-12 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) 0.05 8 rUa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 251 Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 no purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3853/0-7-10, 8=492910-7-10 Max Horz 2=-108(LC 25) Max Uplift 2= 1682(LC 8). 8=-1897(LC 9) FORCES. (Ib) -. Max. Comp./Max. Ton. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7548/3275, 3-4=-7410/3233, 4-5=-5697/2387, 5-6=-5698/2388, 6-7= 7542/2968, 7-8= 8900/3397 BOT CHORD 2-14=-2913/6612, 13-14- 2913/6612, 12-13=-2844/6607, 11-12_ 2526/6726, 10-1 I= 292577822,8-10=-2925/7822 WEBS 5-12=-2005/4851, 6-12= 22931847, 6-11=-719/2244, 7-11=-1303/493, 7-10=-418/1350, 4-12=-2129/1175, 4-13=-1065/2075 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - i row at 0-9-0 Go. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row 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 (8). 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-1.2psf; BCDL=5.0psf; h=151t; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 beating plate capable of withstanding 1682 ib uplift at joint 2 and 1897 lb uplift at joint S. 8) Use Simpson Strong -Tie HTU26 (20-1 od Girder, 14-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 5-11-4 from the left end to connect truss(es) to back face of bottom chord. 9) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 7-11-4 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 10) FIII all nail holes where hanger Is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 925lb down and 311 lb up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69D4 Parka East Blvd. Tampa FL 33610 Date: October 2,2018 -onflnuad on came 2 AWARNnyG. Vedlydesignparametera and READ NOTES ON MIS AND INCLUDEDMITEx REFERANCE PAGE Mn-7473me 104XV2015 BEFORE USE. Design Valid for use orgy Wit, MneM connectors, this design Is based only upon parameters shown, and Is for an NdIAdual Watling component, not a truss syslem.'riefore use, the bullding designer must verity the applicatHllty of design parameters and properly Incarcerate mis dougn Into ita overall building clesign. Bracing Indicated is to prevent buckllrtia of Individual Was, web antl/or chord members only. Adtlitiotal temporary and permanent Mating MiTek' Is always requRetl for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regan rg the falxicatlon. storage, delivery, erection and bracing of trusses and huss systems, seeAN51/mil Quo//ppyy Criforlo, DSO-89 and BCS1 Bulding Component 69e4 Perk. East BNd. Salefylnfannatbmvellade from Truss Mate Institute, 218 N. We Street, Suite 31Z Nexandda. VA 22314. Terry., FL 33610 Job Truss Truss Type aty Ply T15233334 1558349-PSLP-KING DOI Common Girder 1 2 Job Reference (optional) Builders I'mitSoufce, Fort Piece, FL 34945 a.zm saep zv zu is lvlllen inuusn iee, m, rue wr< i 3.3o.54 co,o 46 11 31 2x411 6X87x10= "' "" 6x8= 2x4 I "'- 3ep 3x8C 11rU26 HTU26 Special HTU26 LOADING (psf) TCLL 20.0 TCDL TO BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress met NO Code FBC2017ITP12014 REACTIONS. (lb/size) 2=385310-7-10, 8=4929/0-7-10 Max Harz 2= 108(LC 25) Max Uplift 2=-1682(LC 8). 8=-1897(LC 9) Scale=1:39.6 CS1. DEFL. in (lot) I/deft Ud PLATES GRIP TC 0.41 Vert(ILL) 0.13 12-13 5999 240 MT20 2441190 BC 0.38 Vert(CT) -0.21 11-12 >999 180 WE 0.92 Horz(CT) 0.05 8 n/a Na Matrix-SH Weight: 251 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7548/3275, 3-4=-7410/3233, 4-5=-5697/2387, 5-6=-5698/23B8,6-7=-7542/2968, '7-8-8900/3397 BOT CHORD '2-14= 2913/6612, 13-14=-2913/6612, 12-13=-2844/6607, 11-12=-2526/6726, 10-11=-2925f7822, 8-10=-292517822 WEBS 5-12=-2005/4851, 6-12=2293/847, 6-11=-719/2244, 7-11=-1303/493, 7-10=-418/1350, 4.12=-2129/1175, 4-13= 1065/2075 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: 21(6 - 2 rows staggered at 0-7-0 oc. Webs connected ae, follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) lace 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=5.0psf, h=151t; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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.Opst 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 1682111 uplift at )otnt 2 and 18971la uplift at joint 8. 8) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-1 Qdxl 1/2 Truss, Single Ply Girder) or equivalent at 5-11-4 from the left end to connect truss(es) to back face of bottom chord. 9) Use Simpson Strong-Tle HTU26 (20-1od Girder, 11-1 Odxl 112 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starling at 7-11-4 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger Is In contact with lumber. 11) Hanger(s) or other connection device (a) shall be provided sufficient to support concentrated load(s) 925111 down and 311 Ib up at 13-11-4 on bottom chord. The deslgNselectlon of such connection device(s) Is the responsibllity of others. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MIT& USA, Im FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 Q WARNING -Vedlydeelynpamme(emand READNOTES ON TNISANDNICLUDEDMDEKREFERANCEPAGEMA-74"] K IGAi21115BEFORE USE. Design vaild for use only vAlh Mllek®connectors. This design is based only Upon patamelea shown, and is for at McMcruai building component.not Nil � a truss system. Before use, the bWIdIng designer must vedwhe applicabllly of design parameters and properly Incorporate this design Into the overall bulldingdeslgn.Bracing Indicated Is to prevent buckling ofndIvidual trussweb and/or chord members only. Additional temporary and permanent bracing MOW Is always requlred for slabrily and to prevent collapse with Possible personal Injury and properly damage. For general guidance regarding me fabrication. storage. dellvery, erection and bracing of trusses and rims systems. eeeANSVrPll Quality Criteria, DS949 and BCSI aa0di ng Component 6904 Parke East Blvd. Salelymtonnalbinvallabe from Trust Plate Inailufe. 216 N. Lee Street. Sulte 312. Nexandda. VA 22314. Tarry., FL 33610 Job Truss Truss Type , Oty PIY T75233335 1559349-PSLP-KING 002 COMMON GIRDER 10 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 _ _ _ , _ a.zm s aep c r ,_. Scale =1.37.1 5,8 = J.b II .anv ii LOADING (psi) TOLL" 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rPi2014 CS1. TO 0.98 BC 0.66 W B 0.75 Matrix-SH DEFL. Vert(l) Vert(CT) Horz(CT) Attic In (roc) Wall Ud 10-12 >673 240 -0.79 10-12 >293 180 0.02 8 n/a n/a -0.1310-12 741 360 PLATES GRIP MT20 244/190 Weight: 97111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structure] wood sheathing directly applied. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP N0.2 *Except* 5-13: 2x4 SP No.3 REACTIONS. (III/size) 2=1071/0.740, 8=1071/0-7-10 Max Horz 2=108(LC 11) Max Uplift 2=36(LC 12). 8=-36(LC 13) Max Grav 2=1209(LC 2), 8=1209(LC 2) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2103/133, 3-4=1646/290, 4-5=0/941, 5-6=0/941, 6-7=16461290, 7-8=-2103/133 BOT CHORD 2-12=011738, 10-12=0/1738, 8-10=011738 WEBS 4-13=-2810/218, 6-13=2810/218, 7-10=0/856, 3-12=01856 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) -1-0-0 to 5-0-0, Interior(l) 5-0-0 to 10-0-0, Exledor(2) 10-0-0 to 16-0-0, Interior(1) 16-0-0 to 21-0-0 zone; cantilever left and right exposed ;C-G for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.011c AC unit load placed on the bottom chord, 10.0.0 from left end, supported at two points, 2-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-13, 6-13 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 36 lb uplift at joint S. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Ig Wafter P. Finn PE NG22838 h7iTek USA, Inc. FL Cart 6634 6904 Patke East Blvd. Tampa FL 33810 Dale: October 2,2018 ,&WARNING-Vadlydoslgn pammefere antl READNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIP7473 rev. 1g/OYt015DEFOREUSE. Design v,ldfor Use mywith M6eMeennectors. Tnlsdeslgn is basedonly upon parameterssheets.and Isform Individual Weding cromponent, not �• ■■ a fora system. Before use, the Wilding designer must verity the appllcabalty of design Parameters and propeily Incorporate thb design Into the overall Wilding design. Bracing Indicated is to prevent hackling of lnotduol buss wen and/or chord members only. Addlllonal temporary and permanent bracing Wek' Is always required for stabllliy and to prevent collapse with possmle personal Injury antl Property damage. For general guidance regovang the facucatlon, storage, delivery, erection and bracing of Fusses and truss systems, seeANWRin CuamyCrDdM, D049 aM BCSI Budding Component 6904 Perk. East BHd. Sarotylnrormafbrrnallable from lnra Plate Institute. 218 N. Lee street, suite 31Z Nexandna. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply T15233336 1558349-PSLP-KING D03 Common Supported Gable 1 1 Job Reference (optional) Builders FirslSource, Fort Piece, FL 34945 6.e20 s Sep 2420i6 m,, en nmue is., loc. Tue Cc, 2 ,o.00.ou _..,., . age , ID:grPOxPpZuPJOiJziQe4vlDzKtde-2XSbOgUQvCd214ZnQhcls_14Ao2TKrpAS551o6yXRKz 10.0.0 20-0-0 21-0.0 1-0-0 10-0.0 10-6-0 1-0-0 Scale = 1:38.4 4x6 = 3I9 30 = 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4 = LOADING (par) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 13 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 1011b FT=201 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Herz 2=-108(LC 10) Max Uplift All uplift 100111 or less atjoint(s) 2, 20, 21. 22, 23, 18, 16, 15, 14,12 Max Grav All reactions 250111 or less at joint(s) 2, 19, 20, 21, 22, 23, 18, 16, 15, 14, 12 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-72/287, 6-7=-103/372, 7-8=-103/377, 8-9= 72/292 WEBS 6-20=-116/299, 5-21=-1071300, 4-22=-109/286, 3-23=-107/283, 8-18=-116/300, 9-16=-1071300, 10-15=-1091286, 11-14= 1071283 Structural wood sheathing directly applied or 6-0.0 oc puffins. 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=4.2pst; BCDL=5.Opsf; 11=151t; Cat. 11; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extenor(2) 5.0-0 to 10-0-0, Comer(3) 10-0-0 to 16-0-0, Extedor(2) 16-0-0 to 21-0-0 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face); see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x4 UT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 20, 21, 22, 23, 18, 16, 15, 14, 12. Wafter P. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 A WARNING -Vedlydesl9nparamefersand READNOTES ON THISANUINCLUDED MNEKREFERANCEPAGEM11-74Tarey. IGVV2015 BEFORE USE Design valld for use only Wllh MllektJ connectors. rhadesi9n b bused only upon parameters shown. and Isfor an helNdual Wooing component not a truss system. Belem use, the Wilding designer must verify the appllcablllly of desl0n parameters and psopeny Incorporate his design Into the overall WIItlleu lgh.Bracing Indicated Is to bucklIng ofindividual IN" web and/or cl-ord mernicers ody. Addlllonaliemporaryandpermanembradng MiTek' Prevent b always teauked for stability and to prevent collapse with possbie personal lnlury and property damage. For general guidance regmd[W he fabrication, storage. delivery, erection and bracing of trusses and puss systems seemsaIrp0 Quality Criteria, DSB-09 and 11M BaW&W Component 6904 Parke East Blvd. Safety Nformatbmvallable from Truss Plate Institute. 218 N. Lee Street Suite 312. PlexaMdo. VA 22314, Tamp, FL 33510 Job Truss Truss Type City Ply T15233337 1558349-PSLP-KING EJ5 Jack -Open 3 1 Job Reference (optional) builders Histbource, ron Vince, rL 4VtlVa Scale=1:17.0 3x4 = STf.5x8 STP= 5-0-0 5-0-0 LOADING (par)', SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical 'Max Harz 2=142(LC 12) 'Max Uplift 3=-122(LC 12), 2=-85(LC 12) !Max Gray 3=115(LC 1). 2=252(LC 1), 4=92(LC 3) FORCES. (lb) Max. Comp.(Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purins. 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=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FPS (envelope) and C-C Ex(edor(2) zone; cantilever left and Tight 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 pat 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 lit between the bottom chord and any other members. 4) Refer to girders) for Truss to fuss connections. 5) Provide mechanical connection (by others) of muss to beading plate capable of withstanding 100lb uplift at joint(s) 2 except Qt=lb) 3=122. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6034 6904Parke East Blvd. Tampa FL S3610 Data: October 2,2018 A WARNING -yerly Eestgn paremeremand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMIh7473 rev. faMIGIIS BEFORE USE. paugo yaad for use only with Mltudoconmectors. Ras design is hasetl only upon odometers shown and lsfor an lndlNdual Wl:Cing component rat e` a truss system. Before use, the WIlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Wilding design. aacing Indicated is to prevent buckling of lTaNfdoal tuns web and/or chord members only. Additional temporary and permanent bradno MiTek' Is always regUred far stablaly and to prevent coaapse with possaNe personal Injury and property damage. For general guidance regarding the 6904 Parka East Blvd. fabrlcatbn storage, dellvery, erection and bracing of trusses and tuns system% seeANSUBRIF Quality CrIforb. DSB49 and SCSI Bugdtrrg Component Tavaa, FL 33610 Safety lnfomlallonavallable from hiss Nate Institute, 218 N. Lee Street. Sulte 312. Alexonddo. VA 22314. Job Truss Truss Type Cry Ply T15233338 1558349-PSLP-KING E,16 Jack -Open 16 1 Job Reference o ptional eu iaers ruscaource, ran riecn, IL evnra JOiJzi0e4viDzKtde-_waLRrW gRgtmGOjAX6emxPOF_cdAomiTvOa7t4yXRKx 2 1 3x4 = 4 STi.5x8 STP= Scale = 1:23.4 Plate Offsets(XY)-- (2:0-4-40-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/dell Lid PLATES GRIP TOLL' 20.0 Plate Grip DOL 1.25 TO 0.81 Ven(LL) -0.09 2-4 >855 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.49 Ved(CT) -0.17 2-4 >428 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FB02017/rPI2014 Matrix -le Weight: 221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=159/Mechanical, 2=307/0-7-10, 4=62/Mechanical Max Horz 2=180(LC 12) Max Uplift 3=-164(LC 12), 2=-98(1_C 12) Max Grav 3=159(LC 1), 2=307(LC 1), 4=123(LC 3) FORCES. (lb) -. Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (envelope) and C-C Extenor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tal I 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) 2 except Qt=lb) 3=164. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 2,2018 A WARNING -Verily design pammenssand READ NOTES ON THIS AND INCLUDEDMIFEKREFERANCE PAGE MO-7473nn, I041112015 BEFORE USE. �■�" Design valid for use onlywifh MlTelds cohnectom lnls design b based only upon parameters shown and is for an NdlNdual Wadlrxl component not a truss system. Beforeuse, the Wilding designer must verfy the opplicadlity of design parameters and properly Ncorporate this design Into the overall bulldingdesign.&acing Indicated Isio prevent WCkeng of Individual aussweb and/or chord members only. Additlonaltemporaryaldpelmanentbracing iwY� MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of susses and truss systems socANSVIRII Qualify CrdoM, DSB-0g and BCSI BuOtlasy Component 6904 Pmke 5sel Blvd. Sah/yiefolma/br avdlabie ham from Plate Institute, 218 N. Lee Street, Strife 312, Alexandra VA 22314. TaWa, FL 33610 Job Truss Truss Type Q(y Ply T75233339 1558349-PSLP-KING EJ61 Jack -Partial 4 1 Job Reference (Optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Sep 24 2018 MI I ek Industnes, Inc. Tue Oct 2 13:3B.59 2018 Page 1 ID:grPOxPpZUPJOiJaQe4vfDzKtde.T68jfBWJC7?duYIM5g9?UcwR30?—XDyc82KhPRyXRKw -1-0.0 1-60 2.5-e 5.7-4 9-0.8 1.0.0 1-6-0 0.71-8 &1-12 3-574 F 2x4 = 2x4 11 ST1.5x8 STP= Scale=1:30.3 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 Incr YES Code FBC2017/TP12014 CSI. TC 0.72 BC 0.32 We 0.00 Matrix-R DEFL. In Vert(LL) -0.04 Vert(CT) -0.10 Horz(CT) -0.00 (lot) Well L/d 4-6 >999 240 4-6 >772 180 5 rVa n/a PLATES GRIP MT20 244/190 Weight: 321b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid calling directly applied or 6-0-0 ocbracing. 3-7: 2x4 SP No.3 REACTIONS. All bearings Mechanical except 61=1ength) 2=0.7-10, 4=0-7-10. Qb) - Maio Horz 2=242(LC 12) Max Uplift All uplift 100 Ile or less at joinl(s) 2 except 5=132(LC 12), 4_ 264(LC 12) Max Grav All reacgons 2501b or less al)oint(s) 5, 2, 6 except 4=423(LC 1) FORCES. 01b) - Max. Comp./Max. Ten. -All forces 250 Qb) orless except when shown. TOP CHORD 2-3= 520/247, 3-4= 352/137 NOTES- 1) Wind: ASCE,7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psl; BCDL=S.Opsf; h=15ft; Cat. 11; ENT C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5.0-0 to a-11-12 zone; 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 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 Imss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except 61=11e) 6=132, 4=264. Waller P. Finn PE No.22839 68Tek USA, Inc. FL Cod 6834 8904 Parke Eart Blvd. Tampa FL 33610 Data: October 2,2018 A WARNING.VetlytleafernparveateRenEBEAD NOTES ON THIS AND INCLUDED MREKNEFERANCEPAGEMM-74T3ree fQNUcIDIS8EFOBEUSE Design veal, lot Use only Wth MITekae colrhecton. This design Is based only upon parameters shown, and Is for an Uid"al Wilding compohehL hot a truss system. Before ase, the bulking designer must very the applicability of design parameters and propedy incorporate this design Into the overall W cangdosign. Batinglndoodedistoprevent Duckling orlMlvldualInerweleandlorchwdmembersonly. A,dlllonaliemleoraryantlpemanernbracing MOW Is always readied for statelllly and to prevent coligne with possible petsonal friary and papery damage. For general guidance regarding the retraction,storage,delivery, erection and bracing of lasses and buss systems, saaANaMN Quality CiBaM, DSBd9 and SCSI Beading Companonf 6904 Parke East Blvd. Salary lnfonnatlAmvallatele from Truss Rate Institute, 218 N. Lee street, sale 312, Alexandra, VA 22314, Tempe, FL 33610 Job Truss Truss Type OW T15233340 1558349-PSLP-KING EJ62 Jack -Partial 1 �Ply 1 Job RefererKe o gonal Builders FirslSource, Fort Piece, FL 34845 o.22GS3.,242G!G inu cn,umuou,w,Z. 1..o ...• •-•---• ID:grPOxPpZuPJOiJzi0e4vlDzKWe.T6Bjf BWJC74duYIM5g97UcwRgOyKXDyc82KhPRyXRKw -1-5.0 1-0-0 1-11-8 5-1-4 8-6-8 1.5.0 1-0-0 0.11-8 3.1-12 3-5.4 3x4 G 2x4 li LOADING (psi) SPACING- 2-0-0 TCL1_7 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-7: 2x6 SP No.2, 3-7: 2x4 SP No.3 Scale=1:27.1 CSI. DEFL. in (100) I/dell Utl PLATES GRIP TC 0.74 Ve an-0.04 4-6 >999 240 MT20 244/190 BC 0.56 Ved(CT) -0.09 4-6 >782 180 WB 0.00 Horz(CT) -0.01 5 rVa n/a Malrix-R Weight: 321IS FT=20% BRACING - TOP CHORD Structural woodsheathing directly applied or 6-0-0 oc purilns. BOT CHORD Rigid caging directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except Ql=length) 2=0-10.1, 4=0-7-10. (Ib) - Max Horz 2=239(LC 12) Max Uplift All uplift 100 It, or less at joint(s) 2 except 5=-131(LC 12), 4= 276(LC 12) Max Grav All reactions 250Ib or less at joint(s) 5, 2, 6 except 4=408(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 pb) or less except when shown. TOP CHORD 2-3= 581/294, 3-4= 361/142 NOTES- 1) Wind; ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Extedor(2) -1-5-0 to 4-7-0, Interior(1) 4-7-0 to B-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This Buss 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 Imss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2 except Qtdb) 5=131, 4=276. Walter P. Finn PE No.22636 NUTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date - October 2,2018 A WARNING.Vmgydns/gnpammetem=dREADNOTES ON 7N6ANDWCLUDEDMmEKREFERANCEPAGEM0J473rev. IM!20158EFOREUSE Design vaidforuse onlym,01h Mnetdlaonnecfors. This design is basedody Upon ixramaters shown, and isfor on AxlMdual WDdirgcompenent net ■■ ��• a truss system. Before use. the Widmg designer must verify the appllcadllty, of design parameters and propedy Incorporate this design Into the overall bu6dingdesidn. Bracing Indicated Is to prevent WckllrgofIndividual lmssweband/or chord members any. Addlliorwltemporawmdpermanenidraclrg M!Tek' Is always renulreci for stadllly, and to prevent collapse wllh possible personal injury and property, damage. For general guidance regarding the fabrication. storage. delivery, ereclion and bracing of trusses and truss systems, weANSUlpir Qua/By Crime, DSB49 and BCSI SUIdfnp Camponmd 6904 Parke East Blvd. Safety hanumedl rxavallode from Truss Plate Insfltute. 218 N. Lee Street Sulfa 312, Aexandila, VA 22314. Tampa, FL 33610 Truss Truss Type Oy Ply T15233341 Fob 49-PSLP-KING EJ63 Jack -Open 1 1 Job Reference (optional) ........ . .... .........,, �.r_i-,.,...._,...... i.... I...n nw.m.nn en'. D� I bullaers rimmource, rm1.lace,"uHaHo 76 f LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft Ud TOLL' 20.0 Plate Grip DOL 1.25 TO 0.86 Vert(L-) .0.09 2-4 >855 240 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Ved(CT) -0.17 2-4 >428 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. Qb/size) 3=137/Mechanical, 2=399/0-7-10, 4=62/Mechanical Max Harz 2=205(LC 12) Max Uplift 3=-148(LC 12), 2=-153(LC 12) Max Gr iv 3=137(LC 1), 2=399(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown I Scale: 1/2-=l' PLATES GRIP MT20 244/190 Weight: 251b FT=20% Structural wood sheathing directly applied or 2-2-0 oc purlins. 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=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exteror(2) -2-3-8 to 3-8-8, Interior(() 3-8-8 to 6-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of tmss to beading plate capable of Wihstanding 100111 uplift at Joint(s) except at --lb) 3=148,2=153, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott e634 6904 Parka East Blvd. Tampa FL 33810 Date: October 2,2018 ®WARNING -Verordesfgapa meter and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMO.1173rev.#0424?OISBEFOREUSE. Design valid for use onty th MDeit®connectors. In's design Is based only upon IPacanotels shown. and Is for an Irdiyldual build'ng comioneht not a truss system. Before use. the bWiding designer must verify the applicability of design parameters cmd properly Incorporate this design Into the overall Fmchg Indicated Is to buckling of Individual tnussweb dealer chord mernters only. AdditionailemWmWandWe arentbracing M!Tek' buiidingdeslgn. prevent Is always required for stabiiily and to prevent collapse with possible persanai hjury and property damage. For general guidance recording the sgoa Parke East Blvd.SaNtylnbanafbrnvdloble fobrk afim storage, delivery. erection and bracing of busses and truss systems, scoMaUmv? Qua@v C2olb, OSR�P and aC51 Reading Component Tampa, FL 33610 from truss Plate In561Ne. 218 N. Lee Street, Suits 312, PJeeondAa VA 22 14. Job Truss Truss Type O)y Ply T15233342 1558349-PSLP-KING EJ64 Jack -Open 1 i Job Reference o lional 1 2018 P 1 Builders FirstSource, Fort Piece, FL 34945 8.220 s Sep 242016 MITek Industries, Inc. Tue Ocl 213.39.0 age ID:grPoxPpZuPJOiJziQe4vfDzKtde-PVGU4sYZkIFL7TSICFCTZ101cpfh26svcMpoTKyXRKu -1-5-0 6-0-0 6-" 1-5-0 6-0-0 0-6-8 4x6 = 3x4 = 2x4 LOADING (psi). SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TCLL 20.01 Plate Gdp DOL 1.25 TO 0.65 Vert(LL) -0.09 2-6 >855 240 TCDLL 7.0. Lumber DOL 1.25 BC 0.50 Vert(CT) -0.18 2-6 >411 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 HOrZ(CT) 0.02 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUNPBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (I i/size) 4=13/Mechanical, 2=335/0-7-10. 5=202/Mechanical Max Harz 2=177(LC 12) Max Uplift 4=-10(LC 8), 2=-120(LC 12), 5= 11 O(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-184/340 Scale= 1t23.2 PLATES GRIP MT20 244/190 Weight: 27lb FT=20% Structural wood sheathing directly applied or 2-7-8 oc purlins. Rigid telling 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=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exter or(2) -1-5.0 to 4-7-0, Intedor(1) 4-7-0 to 6-0-0, Exledor(2) 6-0-0 to 6-5-12 zone; cantilever 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 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 "-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 61=11n) 2=120,5=110. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke Eert Blvd. Tampa FL 33810 Date: October 2,2018 A WARNING - Verity dWgn parameters and READ NOTES ON MIS AND INCLUDED IAREKREFERANCE PAGE NIh7473 rev. 14/00/5015 BEFORE USE Design valid lot Use only Win Mnex9 connectors. Ihls design is based only upon parameters shove. and Is for an AWMdual buNClrg component over, a Iruss system. Before use, the building designer must verify the appllcabNlN of design parameters and propedy Incorporate Ihis tlesign Into the Overall buliaingdedon.&acingIndicatedIstopreventbucklingofindiMdualmassweband/orcortlmembemonly. Addlllonolfemporaryandpermanenlbroang MiTek' Is always required for stability and to prevent collapse with posstole personal Injury and progeny damage. For general guidance regarding the tabikailon, storage, delivery erection antl biotin of trusses and truss systems, seeANSUIPR Quality Crieda, PS949 and BCS/ BUBdbsD Component 6904 Parke East Blvd. Satefy DrbmlafbmVallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job truss rr= T15233343 1558349-PSLP-KING EJ65 Half Hip Supported 2 i ` ^ r ^^ r Scale=1:16.6 3x4 = 2x4 11 4 5 2.4 II 6 3x4 = 2x4 II 2x4 II 2x4 II CSI. DEFL. In (lac) I/defl Ud PLATES GRIP LOAQING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -MO 1 rer 120 BCLL 0.0 ' Rep Stress [nor YES We 0.13 Horz(CT) -0.00 7 n1a FIG BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 29111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-6-8. (lb) - Max Harz 2=122(LC 12) Max Uplift All uplift 1001In or less al)oint(s) 7, 2, 8 except 9=-106(LC 12) Max Grav All reactions 2501b or less at joint(s) 7, 2, 8,9 FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 5-6=-106/310,3-9=-169/437 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=1 Boll (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsh, h=15f; Cat. II; Ezp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIJTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent 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 2-0-0 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 100111 uplift at joint(s) 7, 2, 8 except 0t=1b) 9=106. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6834 6964 Parke East Blvd. Tampa FL 33616 Date: October 2,2018 ®WARNING. Vediy design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MI14473 rev. PIABIGOIS BEFORE USE. Design valid for use only with Nereids connectors. INS design h based only UraUh Patdmeteis shown. and is for an Individual beading component net a fruss system. Before use, the bulicing designer must veefy the appllcabillly of design parameters and properly Incorporate this design Into the overall AddMonal temporary and permanent bracing MiTek' burring design. Bracing indicated is to prevent buckling of Individual Lass web and/or chord members only. Is always required for Modify and to prevent coilc♦:sse with possible personal injury and property damage. For general guidance regarding are fabrication.storage, delivery, erection and braclrrg of trusses and truss systems, seeAgSU1p110uality CNeM.DSO.89 and BMBufidhg Component Parke East Blvd. 6D04 6904Tanner, FL astD Safety mfonnalbaavallaLYe from truss Plate Insllfute, 218 N. Lee Street, Suite 312, Nexandna VA 22314. Job Truss Truss Type O(y PIY T15233344 1558349-PSLP-KING EJ66 Jack -Open 1 1 Job Reference (optional) Builders FirstSource, I-Ort Plece, FL 34945 I D:grPOxPpZUPJOiJzi0e4vf DzKtde-ihpsHCZBV2NCl? 1 xmyji6FYvtD?oKec2gOYLOmyXRKI -1-0-0 6-1.0 6-GB 1.0-0 6-1.0 4x6 = ST1.5x8 STP= �.+� 4 3x4 = 3-4-12 6-1-o 6-6-5 3-4.12 2-8-4 0-5-8 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.94 TOOL 7.0 Lumber DOL 1.25 BC 0.45 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 8CDL 10.0 Code FOC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/SIZO) 3=148/Mechanical, 2=294/0-7-10, 5=65/Mechanlcal Max Horz 2=171(LC 12) Max Uplift 3=-145(LC 12), 2= 94(LO 12) Max Gmv 3=148(LC 1), 2=294(LC 1), 5=131(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale: 1/2-=l' DEFL. in (too) I/deft Ud PLATES GRIP Vert(LL) -0.07 2-5 >951 240 MT20 244/190 Ved(CT) -0.15 2-5 >476 180 Horz(CT) -0.00 3 n/a n/a Weight: 27lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=15N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, li tedor(1) 5.0-0 to 6-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This [was 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.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2.except Qt=lb) 3=145. 7) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Walter P. Finn PE No.22838 MITek USA, Inc. FL Cart 6634 6904 Parke East BIvd.Tampa FL 33610 Date: October 2,2018 ,&WARNING -Verify design pammetemand BEAD NOTES ON THIS AND INCLUDED IVIEKBEFERANCE PAGE NIFT4T9rev. fitAX102015 BEFORE USE. Design valid for use only WM MdecDconnectom. Inisdeegn Ltbasedonly upon pommetersshown, and is form Individual hurtling component not M■ a truss system: Before use. the building designer must vetify the oppllcobrlN of design parametersand properly Incopowte this design Info the OVefdl Bracing lndicatedIstobuckling oflndMdualtruss web and/or chord members only. AddlllonaltemWroWmdpeimonentbradng M!Tek' bulldingdesign.prevent Is always required for stablllty and to prevent collapse with poslbie personal Injury and property damage. For general guidance regarcling the 6904 Parke East BMd. East0 fabrication. storms. delivery, erection and bracing of fusess. and truss systemweANSMII Quality Cdterb, DSB-89 and SCSI Bulding Component Tampa,rk Safety lnfermatlonavallabie horn Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Job Truss Truss Type , GN Ply T15233345 1558349-PSLP-KING GOi Common 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 o.em s aep 24 2018 ran en Mduz,ava, ,a.. _...,: - , _e= . ID:grPOxPpZuPJOiJzi0e4vfDzKtde-LtNEUYapGMV3N9c7KIExeS57xdK1T03C3gluYCyXRKs -h0-0 7-0-0 14.0.0 15-0.0 1-0.0 7-0-0 7-0-0 3 4x6 = ST1.5x8 STP= 2x4 11 ST1.5x8 STP = 46 = 4x6 = Scale =129.1 1� 7.0.0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0,08 4-6 >999 240 MT20 2441190 TCDC 7.0 Lumber DOL 1.25 BC 0.51 Verf(CT) -0.11 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 Na Na BCDL 10.0 Code FB02017fTP12014 Matrix-SH Weight: 531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oopurms. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=566/0-7-10, 4=566/0-7-10 Max Harz 2=-79(LC 10) Max Uplift 2=-21 O(LC 12), 4= 21 O(LC 13) FORCES. (Ib) - Max. compJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-686/508, 3-4= 6861508 BOT CHORD 2-6=-248/532, 4.6— 248/532 WEBS 3-6=15/316 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=5.OpsF h=15ft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-0-0, Extedor(2) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 15-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opst 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 Bass, to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=16) 2=210, 4=210. Walter P. Finn PE No.22839 MIT& USA, Inc. FL Can 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 A WARNNG. Verirydeegnperametanand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMl1.7413rev. Iaaa92015 BEFORE USE. Dedgn valid lot Use arty with Mercian connectors. thn design k eased only upon parameters shown. and is for an Individual Wading component, rat a truss system; Before use, the Wilding doslgner must vetlfy the applicablllly of design parameters and pope4y Incorporate this design Into the overall Addrionaltemporaryandpermanentbracing MOW Wldlangdecgn.&acinglndlcatedIstopreventbucklingofIndlvidualhussweband/orcWrdmembersonly. Is always recalled for McNllly and to prevent collapse with possible personal Injury and Vopedy damage. For general gulch a regarding the 6904 Parka East Bled. fabrlcallon.storage, delivery, erection and bracing of trusses and buss systems. socANSU1P11 Quality C1fa11n, DS949 and BCSI Buirdbrg Component Temp., FL 33610 raillery mtonnaf encivaliable from Truss Plate Institute. 218 N. Lee Street Suite 312, Nexantl0a, VA 22314. Job Truss Truss Type Oty PIY T15233346 1558349-PSLP-KING G02 Hip Girder 1 1 Job Reference o tional Builders FirslSource, Fort Piece, FL 34945 Scala=1:26.1 Special 46 = 71a ae Special Axis = ]g ST1.5x8 STIR = 2x4 II -- asa II STL5x8 STP= 3.4 = Special Special 3x4 = 5-0 0 9-0-0 14-0.0 5-0-0 4-0-0 5-0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 VerULL) 0.06 2-8 >999 240 MT20 244/190 TCDL' 7.0 Lumber DOL 1.25 BC 0.40 Ved(CT) -0.08 5-7 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(CT) 0.02 5 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 54 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 REACTIONS. (lb/size) 2=816/0-7-10, 5=816/0-7-10 Max Harz 2=59(LC 6) Max Uplift 2=-385(LC 8), 5= 385(LC 9) FORCES. (Ib) Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1276/597, 3-4=-1078/552, 4-5=-1276/597 BOT CHORD 2-8=-468/1068, 7-8=-463/1078, 5-7=466/1068 WEBS 3.8=0/320, 4-7=0/320 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc puffins. BOT CHORD Rigid telling directly applied orb-6-2 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=5,Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0test on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=385,5=385. 7) "NAILED' indicates 3-1Od (0.148'x3') or 3-12d (0. 148'x3.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1841b doom and 255 Ib up at 5-0-0. and 1841b down and 255 He up at 9-0-0 on top chord, and 114 lb down at 5-0-0, and 114 lb down at 8.11-4 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 (pit) Vert: 1-3- 54, 3-4= 54, 4-6=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-137(F)4=-137(F)8= 70(F) 7=-70(F)9=-61(F) 10=-26(F) Walter P. Finn PE ND.22830 MTek USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33810 Date: October 2,2018 ®WARNING NOTES ON THIS AND 9ICLUDEDMmEKREFERANCE PAGE MI47473rev. f0/03/1015 BEFORE USE. Design valid for use only Wile MITeM connectors. this deslon Is based oNy upon parameters shown. and Is for an hdlvkAwl building component. net a truss system. Before use. the bulking designer must veey the applicability, of design parameters and propedy Incorporate this design Into The overall bulldingdeslgn.&acjngindicatedIstopreventbucklingoflndMdualmusswebantl/orenordmembersonly. AddltionaltemporaWmdpeananentbrmiO MtTek Is always required for siobllltyond io prevent collapse wnh passible personal InjuryarW propertydamago. For general guidance regarding the fabrkatlon. slorage,delivery, erection and bracing of frusses and truss systems, weANSitpli Qualify Cdfedd, DS"9 and 9CS1 Bu9dmsg Component 6904 Parke Eost Blvd. Safely kdormdf/onavallable from Truss Plate Institute.218 N. Lee street, Wile 312 Nexandita. VA 22314. Tempe,. FL 33610 Job Truss Truss Type r Cry Ply T15233347 1558349-PSLP-KING HJ5 Diagonal Hip Girder 2 7 Job Reference (optional) 3 9052018 °�^^' Builders FirstSource, Fort Piece, FL 34945 8.220 s Sep 242018 MITek Industries, Inc. Tue Ot 213. .c Scale = 1:17.5 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.63 Vert(ILL) -0.08 2-4 >971 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ved(CT) -0.17 2-4 >468 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 241b FT=20% LUNYBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=153/Mechanical, 2=315/0-10-7, 4=72/Mechanical Max Horz 2=157(LC 4) Max Uplift 3=-126(LC 8), 2= 131(LC 4) Max Grav 3=153(LC 1), 2=315(LC 1), 4=118(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ms. 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=1.2psf; BCDL=5.OpsF h=15ft; Cat. II; Eup C; Encl., GCp1=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) ' This muss 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 beating plate capable of withstanding 100 Ito uplift at Joint(s) except (t=1b) 3=126, 2=131. 6) "NAILED' indicates 3-1Od (0.148°x3°) or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:-1-3=-54, 2-4= 20 Concentrated Loads (lb) Vert: 5=44(F=22,B=22) Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tamps FL 33610 Date: October 2,2018 A WARNING-yealydestgapammetemsndREAD NOTES ON THIS AND INCLUDEDMI7EKNEFER4NCEPAGENB-7473mv. 10/034201SBEFOREUSE. Design Wld for use only Wih MlTekae aomoctots. rNs design b bas9d myUpoh parameters shown, antl Is form Individual W'ltlirg component, not � a Luss system. Before use. the building designer must vetify the applicablllN of design parameters and properly Incorporate able design Into the overall building design. Braced Indicated is to prevent buckling of Individual can web and/or cnord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the falalcailaa storage, delivery, erection and bracing of cusses and truss systems seeANSWIf Cua/Ey CIBeM, DSB49 and SCSI Bu9ddng Component 6904 Parke East Blvd. Safety lnfomiaftot c1lable Iron, Truss Rate Inslllute, 218 N. Lee Street Sate 312, Nexard la. VA 22314. Tanga, FL 33610 Job Truss Truss Type , r PIYT152333481558349-PSLP-KING HJ7 Diagonal Hip Girder �oI 1 Job Reference (optional) P 1 Builders FirstSource, Fart Piece, FL 34945 8.220 s Sep 242018 MITek Indushtes, Inc. Toe Oct 213:39.06 2018 age ID:grPOxPpZuPJOiJzi0e4vfDZKtde-IS3N7aciZHtdEdKi4oneG5jlggNJgLneleW Z9XyXRKp -1-5A 4-9-11 9-2-4 1-5-0 4-9-11 44-9 Scale = 1:23.0 3x4 = zxa ii^� > NAILED NAILED NAILED 4.9-11 14-4-9 LOADING final) SPACING- 2-0-0 CSI. DEFL. In (foe) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grp DOL 1.25 TO 0.44 Vert(LL) -0.02 6-7 >999 240 MT20 2441190 TOOL! 7.0 Lumber DOL 1.25 BC 0.41 Ven(CT) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017ArP12014 Matrix-SH Weight: 39111 FT=20% LUMEIER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP NDS REACTIONS. (lb/size) 4=128/Mechanical, 2=415/0-10-7, 6=269/Mechanical Max Harz 2=195(LC 22) Max Uplift 4=-140(LC 4), 2=-176(LC 4), 6= 100(LC 8) FORCES. (lb) Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-592/228 BOTCHORD 2-7=-294/527,6-7=-294/527 WEBS 3-6= 5701318 Structural wood sheathing directly applied or 6-0-0 cc pudlns. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15It Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100lb uplift at joint(s) except 61=11b) 4=140, 2=176, 6=100. 6) "NAILED' indicates 3-1 Call (G.148'x3") or 2-12d (0.148"x3.25") toe -nails per NOS guldlines. 7) In the LOAD CAB E(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 (plo Vert: 1-4=-54, 2.6= 20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-76fF=-38, B=-38)13=-36(F=-18, B=-18) Walter P. Finn PE No.22639 MITek USA, Inc. FL Cart 6634 6904 Parke East Blyd. Tampa FL 33610 Date: October 2,2018 III WAMWO-Vedfy Eoatgnparametemand READNOTES ON THIS AND INCLUDED MREKNEFERANCEPAGEM114O roe lON%s?VISBEFORF USE Design volW for use only with MI1ek0 cohneetors. ins, design Is baud oNy upon Parameters shown, and Is for an IndMdual Wading component, rat a firm system. Before use, fine Wilding designer must verily the appllcabAlN of design Parameters and propefly Incorporate this design Into the overall building design. &acing linalcated Is to Wckling Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing KWIC prevent of Is always required for stability and to prevent collapse with Possible personarl Inlury and Property damage. For general gWdance regarding the fabrication.storage, delivery, ereclion and bracing of frames and truss systems, weANSMII Cually CrdoM,DSB-Sp and BCSI BUBCNy Component 6904 Parke Easf BNtl. 6904P rk SafelymfonneWs ravailabie aom arum Plate Insatute, 218 N. Lee Street. Suite 312, Aiexandr., VA 22314. Tarnpa3adB Job Truss Truss Type , I Sty Ply T15233349 1658349-PSLP-KING K01 Monopitch Supported Gable 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 S bep 24 2018 MI I eK Industries, Inc. Tue Uct 2 18:3u:ut zUl u rage 1 ID:grPOxPpZuPJOiJzi0e4vfDzKtde-EfdlKwdKKb?UrmvuZVJtplFxoEo5Prwn_IG6hzyXRKo Scale = 1:22.6 LOADING (psf). SPACING- 2-0-0 CSI. DEFL. In floc) I/deft Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.16 Ven(LL) -0.01 3-5 >999 240 MT20 244/190 T11 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 3-5 >999 180 BCLL 0.0. ` Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 Na n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 48 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.2 LBR SCAB 1-4 2x4 SP No.2 both sides REACTIONS. (lb/size) 5=84/3-1-10, 3=289/3-1-10, 2=20010-8-0 Max Harz 3=190(LC 12) Max Uplift 5=-46(LC 12). 3=-73(LC 12), 2=-123(LC 12) FORCES. (lb) Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-82/335 Structural wood sheathing directly applied or 3-1-10 oc pur ins, except end verticals. Rigid ceiling directly applied or 2-0-0 oc bracing. NOTES- 1) Attached 9-2-14 scab 1 to 4, both face(s) 2x4 SP No.2 With 1 row(s) of 1 Old (0.131'x3') nails spaced 9' o.c.. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=l24mph; TCDL=4.2psf; BCDL=5.0psf, h=15fh Cat. II; E1g1 C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Comer(3) -5-0-0 to 1-0-0, Exterior(2) 1-0-0 to 2-11-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 5, 3 except 61d1b) 2=123. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Walter P. Finn PE No.22339 MjTek USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33010 Date: October 2,2018 ® WARNING -VedlydeaiBnpa2melersandREADNOTES ONTNISANDINCLUDED MREKREFERANDEPAGEAU,74T3re¢10123OV1SBEFOREUSE. Dodgn vdld for Use only with MITeikleconnectom. Msdesign k hosed only upon parameters shown and Is form maknaual Wading component, nol a truss system. Before use, the balldIng designer must verily the appllcabInly of design parameters and property Incorporate ihle design Into the overall building design. Bracing lna.metl is to prevent buckling of lndlOdual truss web antl/or chord members only. Addlllonal fempomr, and Permonent bracing MiTek' Is always recurred for stability and to prevent collapse wiID PossLoo personal Injury and property damage. For general guidance regarding the fabricailon, storage. delivery, erection antl bracing of trusses and truss systems w0ANSMII Quality, Carew, Ds"P and BCSI BUBCN9 Component 6904 Parke East BNd. Safety lnlomiaWmvdiable from muss Plate InstlNte, 218 N. lee Street, Suife 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I I �6' Ply T75233350 1558349-PSLP-KING Vol Valley 1 1 Job Reference o Lonal Builders FirstSource, Fort Piece, FL 34945 8.226ssep242UIa MiTokindusuies,lnc. Iueucl G1J:Js:un20in Pagel ID:grPOxPpZuPJOiJziQe4vfDzKtde-irB7YGdy5U7LTWU57Dg6LW o2xe?r8HexDy?tDQyXRKn Scale = 1:21.6 4x6 = v p d 4 3sS 2x4 II 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc)/tlefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Va I(LL) n/a - n/a 999 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.60 Ved(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress mor YES WB 0.10 HorZ(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 39lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=177/11-11-0, 3=177/11-11-0, 4=440/11-11-0 Max Harz 1=-53(LC 10) Max Uplift 1=-78(LC 12), 3=-88(LC 13), 4=415(LC 12) Max Grav 1=181(LC 23), 3=181(LC 24), 4=140(LC 1) FORCES. (Ito) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4= 2691331 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This buss 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 20.0ps1 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 In uplift at joint(s) 1, 3 except (Idb) 4=115. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cod 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 ®WARNING -Vedlydeslgnpanametens and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE 11111-7473. IDS32015BEFORE USE. radon valid for use only Won Mnelee connectors. This design Is based only Ulcah parameters shown, and Is for an Individual W Itding commnent, not a Lass system. Berate use. Ine building designer musl vee/y the applicabalty of design porometers and properly Incorporate his design Into the overall ouldint,design.&acing Indicated Is to prevent buckling of indivkival trussweb and/or chord members only. AddillonattemporaTmrimnnamntbraclW Mek' 6aiwoy mqulre fmOabllllyandloprevenlcollapsewllhpomUelcersonallnluryandpropertydamage. Forgeneralguldanceregardingthe fobrlcatlon, storage, dellmry, erection and bracing of trusses and huss systems seeANSUMIF Cua@y Cdbda, PS849 and BCSIBueaaag Component 6904 Patine East Blvd. Sahty lnformallonevcJlable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, A monddO, VA 22314. Tanya, FL 33610 Job Truss Truss Type [ l Q,y PIY T15233351 1558349-PSLP-KING V02 Valley 1 1 Job Reference (optional) dullaers rlrsloource, ron race, rl area. Y 6 d I D:grPOxPpZuPJOiJzipe4vlDzKtde-irB7YGdy5u7LTwU57Dg6LW o6W e5J8H5xDy7fDOyXRKn 4x6 = Pi 4 2x4 4 2x4 11 2x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud TCLL 20.0, Plate Grip DOL 1.25 TC 0.17 Ven(LL) n1a - n/a 999 TCDt 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n1a - rlfa 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.07 Horz(CT) 0,00 3 n/a n/a BCOL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP NO.3 REACTIONS. (lb/size) 1=lllf7-11-0, 3=111/7-11-0, 4=276/7-11-0 Max Harz 1— 33(LC 8) Max Uplift 1=49(LC 12), 3=-55(LC 13), 4=72(LC 12) Max Grant 1=114(LC 23), 3=1 MILO 24), 4=276(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tortes 250 (lb) or less except When shown. Scale = 1:15.7 PLATES GRIP MT20 244/190 Weight: 25lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exleror(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst 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 100111 uplift at Jolnt(s)1, 3, 4. Walter P. Finn PE No.22939 MITek USA, Ine. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 2,2018 ®WARNING -Verify design parameters and HEAD NOTES ON THIS AND INCLUDED MGEKREFERANCE PAGE MO-747SrsV. fOXXV2015 BEFORE USE. Design valld for use only with MITeM connectors. This deign Is based any Upon parameters shown, and Is for an Individual bildmrg component, hot �� a truss system. Before use. the building designer must verify the oWllcalorry of design parameters and properly Incorporate this design Into the overall buidingdeslgn.Bracing Indl:atedlsloprevent buckeWofIndividual hussweband/or chord members only. Additional temporary and permanentbrocing M!Tek' Is always required for stabllly anal to rxever0 collapse with possible personal Inlary and property damage. For general guidance regarding the fabrloation storage, delivery, erection and bracing of musses and muss systems seemsff mir Quality Cass, DS1149 and SCSI Sugdbrg Component 6904 Parke East Blvd. Satslylnfsanasrnvallabie mom Truss %ate Institute, 218 N. Lee Street Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type ! t I O,y Ply T15233352 1558349-PSLP-KING V03 Valley 1 1 Job Reference (optional) aureate riTsmource, ron r.eee, "avero 2x4 i ID:grPOxPpZuPJOiJzi0e4vfDzKtde-A1 MooseCFC543HgwLLujLlo2S2f104RclDlsyXRKm 3x4 = Scale = 1:7.7 2 2.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLC 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(L-) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n1a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code F602017frP12014 Matrix-P Weight: 10111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 Ste No,2 TOP CHORD Structural woodsheathing directly applied or 4-0-0 oc patina. BOT CHORD 2x4 SP No.3 BOT CHORD Rlgld telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=101/3-11-0, 3=101/3-11-0 Max Horz 1=14(LC 9) Max Uplift 1=-35(LC 12), 3=-35(1_0 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat II; Exp Q Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and night exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 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.Ops1 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 beating plate capable of withstanding 100lb uplift at joint(s) 1, 3. xd 0 Walter P. Finn FE No.22639 MiTek USA, Inc. FL Cad 6034 6904 Parka East Blvd. Tampa FL 33010 Date: October 2,2018 Q WARNING-: Verlfydest mParametaesaod READ NOTES ON MIS AND INCLUDED ANTEKREF£RANCE PAGE MIP74"ans.. 1DN5/101SSEFORE USE "Design wild far use only Win MITeteD connectors. Kris design is based only upon parameters shown. and Is for an krtllV,Wwl buuding component. hot a truss systemi before use. the building designer must verity the opplicabalty of design parameters and properly Incorporate this design Into the overall bulldugdeslgn.&achgIndicated Istohackling oflndMdualinto veband/ochord membersonly. Addllionaltemporaryandpeimonentbracing MiTek' prevent b always required for stability and to prevent collapse with posWle personal Injury and propery Damage. For general guldonce regarding the 6904 Parke East Blvd. fabrication storage,delivery, erection and bracing of trusses and truss systems, weANWMII Ouo/By Crllerb, DSILSF and SCSI Building Component Safely lnforroalbnovoitable from Trust Plate Insulate, 218 N. Lee Street. Sane 312, Alexandria, VA 22314. Tampa, FL 3361 D i Symbols PLATE LOCATION AND ORIENTATION 1 3J4 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-%d' For 4 x 2 orientation, locate plates 0-'114' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available In Mirek20/20 software or upon request. PLATE SQE The first dimension is the plate 4 x 4 width measured perpendicular 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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss -Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensionsshown ftsixteenths (D (Drawaw t scale) not to scale) JOINTS ARE GENERALLYNUMBEREDflIMRED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek®All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addllionol stability bracing for truss system, e.g. diagonal a 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. S. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atJolnt locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design h not applicable for use with fire retardant, preservative treatedor green lumber. 10, Comber e 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 puriins 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 a treated lumber may pose unacceptable environmentat 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/IPI 1 Quality Criteria.