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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1581574-PSLP-VELARDO - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Customerlinfo: PORT SAINT LUCIE PROPERTIES Project Name: VELARDO ao�gf: Ft-33696XNNED Lot(Block:l Subdivision: �j BY Address: ,6105 BALSOM DRIVE City: PORT SAINT LUCIE State: FL St Lucie County Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: i State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017TFP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load37.0 psf Floor Load: N/A psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 IT15399494 A01 10/23/18 118 IT15399511 CO3 10/23/18 I2 I T15399495 A02 10/23/18119 I T15399512 C04 10/23/18 13 T15399496 I A03 ( 10/23/18 120 I T15399513 C05 10/23/181 I4 T15399497 I A04 1 10/23/18 121 I T15399514 Wit 10/23/18 15 T15399498 I A05 10/23/18 I22 IT15399515 CJ3 10/23/18 6 1 T15399499 1 A06 10/23/18 123 T15399516 CJ5 10/23/18 17 I T15399500 A07 10/23/18 I24 T15399517 DOt _ 10/23/18 I 8 I T15399501 A08 10/23/18 I25 T15399518 D02 10/23/181 19 I T15399502 A09 10/23/18 126 1 T15399519 I D03 1 10/23/18 10 T5399503 A10 10/23/18 27 T15399520 D04 10/23/18 11 T115399504 B01 10/23/18 28 T153 0 10/2318 IT15399505 B02 10/23/18 29 T1539952 D 10/112 23/18 13 IT15399506 B03 I10123/18I30 IT153995231D07 10/23/18 14 T15399507 B04 10/23/18 131 1 T1 53995241 D08 10/23/18 15 T1 5399508 1 B05 10/23/18 132 I T15399525 EJ2 10/23/18 16 T1 5399509 1 C01 10/23/18133 IT15399526 EJ5 10/23/18 117 I T1 5399510 1 CO2 10/23/18 134 1 T1 5399527 1 EJ6 1 10/23/18 The truss drawing(s) referenced above have been prepared by MiTek USA(, Inc. under my direct supervision based on the parameters provided by lBuilders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin 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 complwith ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference pi irpose 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 t� is 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 ANSIlrPI 1, Chapter 2. J uuun►►�� U N F� 0 6 182 ,t cc s ATE OF :�4J - 4 O R \ 0 P, Cj��,: 3/ NA1-0o`. ►1 11111111 iIn Velez P No.68182 NSA Inc FL Can 6634 Park e Ea Bivd. Tampa FL 33610 p'� v October23,2018 FILE Cut"" e Joaquin 1 of 2 i I RE: 1581574-PSLP-VELARDO - I i Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: VELARDO Model: Lot/Block: Subdivision: Address: 6105 BALSOM DRIVE City: PORT SAINT LUCIE State: FL I No. I Seal# I Truss Name I Date 35 IT15399528JEJ7 110/23/16 36 I if15399529 J EJ21 1 10/23/18 37 T15399530EJ22 110/23/18 38 T153995311EJ71 10/23/181 39 T15399532EJ72 10/23/181 40 1 T1 5399533 1001 10/23/18 141 1 T1 5399534 1 G02 10/23/18 42 T15399535 G03 10/23/181 43 T15399536HJ5 110/23/18 44 T153995371 HJ6 1 10/23/181 145 1 T1 5399538 1 HJ7 110/23/18 46 T15399539 K01 10/23/18 47 T15399540 K02 10/23/18 48 T15399541 K03 10/23/18 49 T15399542 K04 10/23/18 150 1 T1 5399543 1 K05 110/23/18) 151 1T153995441K06 10/23/18 �52 T15399545 K07 10/23/18� 53 IT15399546IL01 10/23/181 54 T1 5399547 1 V01 10/23/18 55 T15399548 V02 10/23/18 56 T15399549 V03 10/23/18 57 T15399550 VO4 10/23/18 58 I T15399551 1 V05 10/23/18 �59 1 T1 5399552 1 V06 10/23/181 2of2 Job Truss Truss Type f Cry Ply T75399494 1581574-PSLP-VELARDO A01 Common 1 1 Job Reference (optional) Builders FirstSouree, Fort Piece, FL 34945 inc. I ue Vct ZJ 12:ub:w zul u 6.00 12 Er-: 83-13 16-118 25-7-3 33-11-0 4 &3-13 a-7-11 8-]-11 83-13 Sca1e:3/16'=1' Plate Offsets(XY)-- f3'0-3-003-41 f7'0-3-00-3-41 f10'0-&80-3-01 r14'0-3-80-3-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.16 2-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.2412-14 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.58 Horz(CT) 0.03 10 n1a n/a BCDL 10.0 Code FB02017frPI2014 Matrix-SH Weight: 178 lb FT=20% LUMBER- i BRACING - TOP CHORD 2x4 Ste No.2 TOP CHORD BOT CHORD 2A SP N0.2 BOT CHORD WEBS 2x4 SP N0.3 WEBS REACTIONS. M /size) 2=941/0-7-10, 10=1504/0-7-10, 8=160/0-7-10 Max Horz 2=177(LC 11) Max Uplift 2=-355(LC 12), 10=-472(LC 13), 8=-102(LC 13) Max Grav 2=941(LC 1), 10=1504(LC 1), 8=234(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 glo) or less except When shown. TOP CHORD 2-3=-1429/827, 3-0=-1390/1047, 4-5— 624/574, 5-6=-623/573, 6-7=-28/404, 7-8=-237/440 BOT CHORD-14=-529/1255, 12-14=270/865, 10-12=-4/337, 8-10=323/371 WEBS -12=-238/324, 6-12= 100/450, 6-10=-1075/607, 7-10=408/488, 4-12=-511/512, 4-14=-497/685, 3-14=-361/459 Structural wood sheathing directly applied or3-0-7 oc pudins. Rigid ceiling directly applied or 6.0.0 oc bracing. 1 Row at mldpt 6-10 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 16-11-8, Exledor(2) 16-11-8 to 22-11-8, Intedor(1) 22-1 �-8 to 34-11-0 zone; canilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This fuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3551b uplift at joint 2, 4721b uplift at joint 10 and 102 lb uplift at joint 8. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 O WARNING- VeNytleslgn parameters antl READ NDTEfi ON iH/S AND INCLUDED MDEKREFER4NCE pAGE MII.7473 rev. feroe/l015 BEFORE UBE. DeslBn volkJ for use oNy wtih f411e canhectors.lh6 design k based onty Upon parameters shown, and lsror _ Y MdUal buitlltlg oompwtenl, rrot a buss system. Before bulitlirg design. use. me lMAitllrg deslgr,er must vealy Iho appllcab0lty of deUgn parameters arw properly Incapprafe ihh design Into the overall &acing Indicated is to WckllnO of lndMdual buss web and/orcMrd members only. AddlBonal temporary and pemtaneni bracing ■I MiTek' prevent 8 always requlredjfot siablllty and to pmeemcollapse wtlh possible persorwllnlury and propedy damage. For general guidance regarding the tabrk:afbn. storage, delivery, erection cod bracing of imsses and miss systems- see�MS//m1I GUDIBy CAorb, DSB-0p antl BCBI BUBGeIq Comppnpnf 69a4 Parke Eest BWtl. S &W rnfarmnlb diabie from Tmss Plafe InsfiMte, 218 N. Lee Slreef. Wlfe 312. Nezandtla VA 22314. Tangla, FL 33610 Job Truss Truss Type I Qly Ply T15399495 1581574-PSLP.VELARDO A02 Hip 1 1 i Job Reference o Banal Builders FirstSource, Fort Piece, FL 34945 8.220 s vcr o zu m Mii en nmusuaa, nic. Too vcr 2312.03.542010 rage, ID:5HUNobellg4usFwXvJBvH WyOZgM-d3A18CtOcyV1 SRTRXFJZ?HYJxWLGVdjBJpOuloyOXjF 17.7-0 rza-n ts4o 1�-9.1�z zlas zs7a 33-110 aalfu tn0 &3-13 0-914 3-65 6512 3-6-6431a 83-13 1 PO D9d Scale=1:64.8 3x6 = 3x6 = 6.00 FIT 6 6 7 17.7-0 LOADING (psf) TCLL 20.0 TOOL 7.0 BOLL 0.0 BCDL 10.0 I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CS1. TO 0.76 BC 0.72 WB 0.5B Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) In (loc) I/deft Ld 0.16 2-16 >999 240 -0.24 14-16 >999 180 0.03 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 178 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x41SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD 2x41 SP No.2 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. WEBS 2x4I SP No.3 WEBS 1 Row at midpl 8-12 REACTIONS. (lb/size) 10=160/0-7-10, 12=1504/0-7-10, 2=941/0-7-10 Max Ho¢ 2= 171(LC 10) Max Uplift 10=-105(LC 13), 12_ 463(LC 13), 2= 354(LC 12) Max GMV 10=232(LC 24), 12=1504(LC 1), 2=941(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2)3=-1430/870, 3-4=-1393/1100, 4-5= 623/590, 5-6=-526/588, 6-7=-526/588, 713=-622/602,8-9=-23/395, 9-10= 244/439 BOT CHORD 2116=-627/1239, 14-16=330/846, 12-14=0/328, 10-12=323/393 WEBS 8114=-147/452, 8-12=-1066/609, 9-12= 413/513,4-14= 500/556, 4-16=-516/690, 3J16=-3651482, 6-14=-235/302 NOTES- I 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-70; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=15it; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 16-4-0, Exterlor(2) 16-4-0 to 26-0-13. Intedor(1) 26-0-t3 to 34-11-0 zone; cantilever left and fight exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=7.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 10, 4631b uplift at joint 12 and 3541tb uplift at joint 2. Joaquin Velez PE No-OB182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING -VerUy desfgnpmametereendREADNOTESONTHISANDIRCLUDEDMrTEKREFERANCEPAGEM0MAIMv.10NY101SSEFOREUSE. Design vaild for use only with Mi connectors. lNsdesion h based only upon pdrometers sttova and Is for an individual hulloing component,rot Nit a truss system. Betote use, the WlldlW designer must verify the appllcalorly of design parameters and propeey Incorporate ihk design Into the overall only. AddltiondtemporoNmdpermanenibrmihIf MOW WHaox,di brucingindicated IstoWerveniWcklingoflndIvldualtmssweband/or chord members b always required for siablllty and to prevent collapse with possible xnsonal Injury and prop" damage. For general guidance regarding the fobticaflon, storage, delNery. erection and bractrg of trusses and truss systems seeANSMII GaalBy CrIferb, DW49 and SCSI BUBdmy Componont 6904 Parke East Btv d. SaleMmmmrallomvdlable Rom Tara Plate InsBMe, 218 H. Lee Street, Sulte 312, Alexandeo. VA 22314. Tani FL 33610 Job Truss Truss Type r ,Oty Ply T75399496 1581574-PSLP-VEL RDO A03 Hip 1 1 Job Reference (optional) Builders FlrstSource, Fort 1-1100e, FL 34945 G."L'eu s UCI P Ln I a lWu erc lnuumnntl, I nV. Iutl Vel eJ C.V0.004616 y1 0 5x8 - 6.00 12 4 4.6 = 5 4.6 2s4 11 Sze 3x4 = 3X8 = al ,axa m r - 3x8 = 3x6 = 3x6 11 LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.15 2-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.26 2-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 9 n/a n1a BCDL 10.0 Code FB02017/rPI2014 Matdx-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORO BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 7=194/0-7-10, 9=1459/0-7-10, 2=952/0-7-10 Max Horz2= 151(L(310) Max Uplift 7- 136(LC 13). 9=-401(LC 13), 2= 352(LC 12) Max Gmv 7=254(LC 24), 9=1459(LC 1), 2=952(LC 1) I FORCES. (Is) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2; 3=-1453/995, 3-4=-877/750, 4-5= 466/578, 5-6-610/564, 6-7=-133/367 BOT CHORD 2' 14=-740/1206, 12-14=-739/1209, 11-12-252/713, 9-11=-266/324, 7-9=-252/309 WEBS 31 14=0/323, 3-12= 609/592, 4-12=-273/467, 4-11=-463/360, 6-11=-443/856, 619=-1266/1005 Scale = 1:62.7 PLATES GRIP MT20 244/190 Weight: 1761b FT=20% Structural wood sheathing directly applied or 3-4-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-11 NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-i 0; 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 Extedor(2) -1-0-0 to 5-0-0, Interior(l) 5-0-0 to 14-4-0, Extedor(2) 14-4-0 to 28-0-13, Intedor(1) 28-0-13 to 34-11-0 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) This truss has been designed for a 10.0.par bottom chord live load nonconcurrent with any other live loads. 5) - This truss hasIbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Its uplift at joint 7, 401 lb uplift at joint 9 and 3521b uplift at joint 2. ]y Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert ll 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ® WARNING -Verify design parameters antlflEAe NO7Ea ON TM AND INLLNOEO M/IEKREFERANCE PAGEMIF747arsv. feroarzelSBEFdRE USE. Design vaild for usseg oNy u4M M.nelftr conrectors. iNs design h based oNy upon parameters shown, and h for an etdlvkNrd bUNdllg component lwi a inns system. Befdre use, the bulltllrxl tleslgrror must veltfy the CppllcabOlty of design parameters CrM progeny Incorpowie this design Into the overall bull6ing design. fYacNg Ind k:aled lsto prevent buckllnc.11 Ibdual Wss web and/or chord members only. Additional temporary and pemsanent braclrg iwiTek' rs always requlretllor slaWlly and to prevent collapse with pos4ble persorwllnhal'and Propady dome. For generalgWdanceregarding the fabricatbn.storage, tlellvery. erection Cntl bracing of Wires and Wsssy ara'see�N6VlplrQNaf�y C....OSS-09 and SCSI Buadary Component 6904 Parke East BNtl. e.,rr.mx..,....x,..r�,,,il.aao rnm in rcc wnro Incnn rta. Ala N. cc 5trwwl. vtlta :tl�. P1axanden. VA 114. Tampa, FL 33610 Job ssTruss Type r pty Ply T75399497 1581574-PSLP-VELARDO �TAM04 Hip 1 1 o Job Reference Donal Builders FirstSource, Fort Piece, FL 34945 tl.22V a Vcl czvlb Ml leK lnousines, Inc. lue Vcizi 1L:umoo Zino Pager I D:5HUNobellg4usFwXvJBvH WyOZgM-ZSHoZuug8alkhldgegLl 4ieeXK1 hzW YTm7V7MhyOXjD 1-0- 8-3-13 12-4-0 16-11-8 21-7-0 25-7-3 33-11-0 -11- -0- 83-13 4-0-3 4-7-e 4-7-8 4-0-3 83-13 -0- Scale = 1:61.5 5x6 = 4 17 2x4 11 Sx6 = 5 18 6 416 = I 6.8 = 3x6 = 3xB = ST1.5x8 STP = 4x6 = 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 FBC2017/rPI2014 3.6 = 6x8 = CSL DEFL. in (Ioc) I/deft L/d TC 0.82 Ven(LL) 0.16 2-14 >999 240 BC 0.72 Ven(CT) -0.24 2-14 >999 180 WB 0.69 Horz(CT) 0.03 10 Ida n/a Matrix-SH LUMBER- I BRACING - TOP CHORD 2x4iSP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x41SP NO.3 WEBS REACTIONS. (Ib%size) 8=157/0-7-10, 10=1508/0-7-10, 2=940/0-7-10 Maio Horz 2= 132(LC 10) Mak Uplift 8= 116(LC 13), 10_ 403(LC 13), 2=-336(LC 12) Meic Grav 8=209(LC 24), 10=1508(LC 1). 2=940(LC 1) FORCES. gb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 '3= 1426/1000, 3-4=-1396/1291, 4-5=-7137709, 5-6= 7137709, 6-7=-47/406, 7i8=-240/450 BOT CHORD 2-,14= 731/1180, 12-14=-372/807, 10-12=-53/317, 8-10=J08/406 WEBS 3114= 371/602, 4-14_ 6621696, 5-12=-296/352, 6-12= 511l755, 6-10= 1051/646, 7110=-415/633 PLATES GRIP MT20 2441190 Weight: 173111 FT=20% Structural wood sheathing directly applied or 3-0-7 oc punins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-10 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.Opsl; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW �RS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 12-4-0. Extedor(2) 12-4-0 to 20-9-13, Interior(1) 20-9-13 to 21-7-0, Fxledor(2) 21-7-0 to 30-0-13, Intedor(1) 30-0-13 to 34-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1161b uplift at joint 8, 403 lb uplift at joint 10 and 336 b uplift at joint 2. 16 Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cori $634 $904 Parke East Blvd. Tampa FL 33810 Date: October 23,2018 I Q WARNING- Verify, deVgnparemeie and READNOTES ON THISAND INCLUDED MNEx REFERANCEPAGEMF7473 rev. 10AM015 BEFORE USE. Design vailtltor use�oNy wIM MITek9 conrrctas. INsdesignkteatetl oNy upon parametersshown. mdis formaWlvltluN WNtllrp component trot a truss system. Be1o(e use, the bulltling designer must ve6N the appllcablllN of tleslgn parameters and properly Incorporate 1hR Oeslgn Into the overall w` Nit bi416 tleslgn.&dcNglr,tlkatetllstopreventbucklingoflntlNltlualtrusswebarrtl/orotrortlmembersoNy. AtltlliloralfempororymtlpemiarentWaclrg MiTek' is always requlretl fOr atabllgy and to prevent collapse with posUble personal Ngm/ ant properly damage. Pot general gultlance regarrnng the 6904 Pnrke East BNd. fabticatbn,storage; tlellvery,erecnon arW bracing of imssesantl truss systems, seeANSI/Ipli OUONy C100rb, OSB-0p and SCSI BUBtlMg ComPonen/ Set. M o NorgvolloU. tom Tmss Plois Inslitute. 218 N. Lea Sheet Suite 312. Alexontlaa, VA 22314. Tampa, FL 33610 Job I Truss Truss Type I �ty Ply T15399498 1681574-PSLP-VELARDO A05 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Oct 6 2018 MITek Industries, Inc. TOO Oct 23 12:05:68 201 a Page 1 ID:6HUNobellg4usFwXvJBvHWyQZgM.VgPY_ZwxgB7Sw2nDm5OVA7jxe7j9RT6mER_6RZyQXjB 1-0- 6-9.0 12-11.8 15-7-0 23-7-0 25-7-3 33.11.0 3 -11- -0- 6-9.0 6-2-8 2-7-e 8.0.0 8-3-13 -0- Scale = 1:62.7 4x6 = 4x6-_ axe= 3x8= pn.axa air- axe 36 = 5x6 = 3.6 11 LOADING (psf) I TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TO 0.91 BC 0.72 We 0.49 Matrix-SH DEFL. Vert(LL) Vert(CT) -0.33 Hou(CT) in (loc) Wall Ud 0.11 8-10 >882 240 2-14 >907 180 0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 176 lb FT=20% LUMBER- BRACING - TOP CHORD 2x41SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4lSP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4iSP No.3 WEBS 1Flow at mldpt 6-12 REACTIONS. (ib%gIze) 8=141/0-7-10, 10=1529/0-7-10, 2=935/0-7-10 Mak Harz 2=-138(LC 10) Maio Uplift 8=-101(LC 13), 10=-526(LC 13), 2=-339(LC 12) Ma.X Gray 8=197(LC 24), 10=1529(LC 1), 2=935(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 -3=-1434/977, 3-4=-1242/933, 4-5=-1069/948, 5-6=-895081, 6-7=-145/260, 728=-219/486 BOT CHORD 2.14= 727/1223, 12-14=-278M% 10-11=-312/363, 8-10= 333/378 WEBS 3'14=-335/461, 4-14=-355/525, 4-12=-340/459, 5.12= 773/732, 6-12=-678/1019, 6411=-732/480, 7-11=-421/855, 7-10= 13421941 NOTES- 1) Unbalanced roo� live loads have been considered for this design. 2) Wind: ASCE 7-1,0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=159; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0.0 to 12-11-8, Extedor(2)12-11-8 to 15.7-0, Inlerior(1)15-7-0 to 23-7-0, Exterior(2) 23-7-0 to 29-7-0, Intedor(1) 29-7-0 to 34-11-0 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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This fuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of muss to beadng plate capable of withstanding 101 lb uplift at joint 8, 526 lb uplift at joint 10 and 339lb uplift at Joint 2. m Iy Joaquin Velez PE No.68182 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 O WARNING-Ved0'desrgn PaEerea`_d READN0TES 0"T"SANUINCLUCEOU're' FEflANCE PAGEM0.)dYJ mv. feN3rza15 EEFONE USE. Oeslgn vdltl tot use,onI with MlTeks connectors. INsdesignhbased onlyuponparametersshovm, andI5(or ah NtllVkivai buNtling compdnent,irol a O_ system. Before use, the bullding de9gner must VolN the appllCab01N oftleslgn parameters and prope0y Incorporate IhB tlesl0n Into the overall IN buJtllrxl tle,9n.&acing lnd'atetl is to prevent bucklinO of lrMNitlual lmss web oral/oroMrtl members oNy. Atltllnorwl temporary ontl permanent bracln0 MITek' B always requlretl fQr stablllN and to Preveni collapse _eh posslde personal Inlury antl gopedy damage. for 0eneral gWtlonce re0artling the fabticalbn. stora0er tlelNery, erecflon and bracing o....es and lmss systems, seeplSglpll OUDNy CNetla, D58-0p antl EC5l gagtltrrg Component 6904 Parke Easl BNd. ealerym/olmalbinvdloble from Truss Plate InsatNe, 218Sheet, "0.312, NexorWdo. VA 22314. Tampa, FL 33610 Job Truss I Qly Ply T15399499 1581574-PSLP-VELARDO A06 �TrussType Roof Special 1 1 Job Reference o Bonal Builders FVatSource, Fen Place, 1-L 3494b inn I can I I 0 1 0 4x6 LOADING (pat) TOLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 BOTCHORD 2x4l WEBS 2x41 REACTIONS. (fie FORCES. (II TOPCHORD BOTCHORD WEBS 6.00 12 2.4 \\ 3 14 13 19 3x4 = 316 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/FP12014 4x6 = 4 Sx6 = 5 16 20 12 5xa = O.LLV J V VI O LV 10IVII I tllr IIIUYOIIItlJ, 11 I,:. 1 Ytl Vol CJ IC.V V.JO <V la Axle MT20HS = 10 ST1.Sx8 STP = 3x6 = fine = CSI. DEFL, in (loc) Met Ud TO 0.89 Ven(LL) -0.21 12-14 >999 240 BC 0.78 Vert(CT) -0.3412-14 >895 180 WB 0.59 Horz(CT) 0.02 10 n/a n/a Matrix-SH BRACING- tP No.2 TOP CHORD 1P No.2 BOTCHORD ;P No.3 WEBS ze) 8=59/0-7-10, 10=1648/0-7-10,2=89807-10 Herz 2=-138(LC 10) Uplift 8=-74(LC 17). 10=-575(LC 13), 2=-329(LO 12) Grav 8=125(LC 24), 90=1648(LC 1), 2=898(LC 1) S. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1363/901, 3-4=-11721858, 4-5=-975/841, 5-6= 791/652, 6-7=30B/639, =-231/512 4=-660/1165,12-14=-214/697,10-12=-582/586, 8-10=-384/366 4=-336/463, 4-14=-344/582, 4-12= 244/322, 5-12=-761/745, 6-12=-1010/1558. 0=-1310/933. 7-10= 234/342 Scale = 1:62.7 2x4 7 17 !!!�, 8 e 8 9 I# 0 ST1.Sx8 STP 3x4'= PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 167 Ito FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-12 NOTES- 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; Cat. II; Exte C; Encl., GCpl=0.18; MW FRS (envelope) and C-C E tmor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 12-11-8, Extedor(2) 12-11-8 to 17-7-0, Intedor(1)17-7-0 to 25-7-0, Extedor(2) 25-7-0 to 31-7-0, Interior(1) 31-7-0 to 34-11-0 zone; cantilever left and right exposed ;C-C for members and f+ea $ MNFRS 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. 5) This truss has been designed for a 10.0 rest bottom chord live load nonconcurrent with any other live loads. 6) ' 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, with SCOL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ife uplift at joint 8, 5751b uplift at Joint 10 and 329 Ib uplift at joint 2. Joaquin Valet PE No.68182 MiTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 O WARNING -Vedry des/gn pammefers end READ NOTES ONTHISANDWDLUDED M—x REFEPANGEPAGEM67" nev 0/03I10IS SEFOREUSE. Design Valid for Use ohiy VAih MneMHconneators. RJs design k basetl ordy Upon parameters shovm, and is for an eltlMdual building component, not a truss system. Befoke Use, the b.Altlirxl designer must vedfy the appilcablllly of tleegn porameters and propedy Incorporate ihts design Into the overall � bulltlhg design.&pcing lndlcatedls toprevent WckllnB of lndlvldual huss web and/or chord members 0Ny. Addllionai temporary ontl pelmonenf bracing MiTek' h always required for alobmN antl to prevent collapse wtin possible personal Inlury and propolry damage. For general gWtlonce regatlllxl the fabrbailon. storagd, delivery. erection arxl bracing of tarsal andhuss systems, seeA�/SUfpft Gup,By".M, D"" and BCSIBDadarg Cbmponont 69D4 Parke East Bbd. aarefxma marravoneve"ebte rrom truss Flare InstlMe. 2" N. Lee street Suite 312. Nexandaa. VA 221,ar Tanga, FL 33610 Job Truss Truss Type r �Oty Ply T15399500 7581574-PSLP-VELARDO A07 Roof Special Girder 7 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 ts.eeu s Oct a zula MITex inausmes, me. Tus, snx zn iz:urw eo io rage , ID:SHUNobellg4usFwXVJBVHWyOZgM-RDXJPFxBCOFAAmxblWOzFYoITxLBVOh3hkTDVSyOXjg 2774 1,6 690 12dt-B 19-0-0 2i7-0 2 -3 2 1 2 33-01-0 3rl1 DO 680 624 6]4 6-0D 3 6 2 594 0-0 u.19 ii ,3x4 = 3x4 = 3x6 = 4x6 = 3x4 = 2x4 II ST1.5xe STP= 3x6 = 3x4 = 2x4 II NAILED Special 3x4 = i 214-0 -o 2 ta40-0 194-0 26]e It? 2N.—a _ 9.ua2 z94 29e72 sett oil 64-0 Scale = 1:67.7 6 Plate Offsets KY)--f2:0-0-8Edgel I LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.16 8-10 >597 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.94 Vert(CT) -0.31 2-16 >972 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.06 a Na n/a BCDL 10.0 Code FBC2017/rPi2014 Matrix-SH Weight: 1651b FT=20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 BOTCHORD WEBS 2x4 SP No.3 WEBS I REACTIONS. (lb/size) 8=626/0-7-10,11=1343/0-7-10, 2=1061/0-7-10 Max Horz 2=138(LC 7) Max Uplift 8= 363(LC 9), 11=-491(LC 9), 2=-397(LC 8) Max Grant 8=656(LC 20), 11=1343(LC 1), 2=1061(LC 1) FORCES. gb) - Max. Comp./Max. Ten. -Aft forces 250 gb) or less except when shown. TOP CHORD 213=-1702/621, 3-4=-1513/599, 4-5=-1562/664, 5-6=-648/488, 6-7=-647/488, 7:8=-808/516 BOTCHORD 2L16=-568/1458, 14-16=-274/1016, 13-14=-592/1656, 11-13=-589/1655, 10-11---402/648, 8� 10= 402/640 WEBS 3L 16=-327/326, 4-16= 216/550, 7-10= 34/252, 4-14=320/655, 5-14=-558/413, 5'11 =-1 3311569, 6-11=-435/326 Stmctural wood sheathing directly applied. Rigid calling directly applied or 7-4-14 oc bracing. 1 Row at mldpl 5-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE MO; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15it; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequa{e drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tmss has lbeen 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 was will fit between the bottom chord and any other members, with BCDL =.I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 8, 491 lb uplift at joint 11 and 397 , Ib uplift at joint 2. 7)'NAILED' Indicates 3-10d (0.148°x3°) or 3-12d (0.148°x3,25") toe -nails per NDS guidlines. 8) Hanger(s) or otter connection device(s) shall be provided sufficient to support concentrated load(s) 233 Ib down and 119 Ib up at 27-7-0 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 lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof LIJe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-54, 4-5=-54, 5-7_ 54, 7-9=-54, 2-8=-20 Concentrated Loatls (lb) Vert: 7=-53(B) 10= 233(D)17=-99(B)20=-40(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 Q WARNING- Vedty dealgn parameters and READ NOTES ONMIS AND INCLUDED QAEK AEFERANCE PAGEMIF7473 rev. f04TRO11 BEFORE USE. Design valid for use onlyvAth Mliek®cormectots. ThIs deslgn Is based only upon parameters shown, and Isfor an Individual "ding component, hot a truss system. Before use, the bolding designer must verify the opelcabllity of design parameters and properly Incorporate Ihls design Into the overall building design. Bracing Indicated Is to prevent buckling otindiAdual truss web and/or chord members only. Addltlonal temporaryantl permanent bracing MiTek' Is always required for stabllily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the tabricatlen. stofagg.delivery, erection and bracing of husses and truss systems. sesANSgmli Qualify Glelb, DS849 and BCll lulding Component 6904 Parke East BNtl. sa/oty/nbnnalbmvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type 0 Ply I T75399501 1681574-PSLP-VELARDO A08 Common 1 1 Job Reference (optional) bunoers Hrsibourco, Fan l'IBce, F L 34tl4b a.zm s var o Zora al l en muusuee, na., rue.i ID:SHUNobellg4usFwXVJBvHWyOZgM-wPShcbypz6NlnW WoRDxCnILT?LkReiMDwODm2uy0Xj8 Z10-0 14-00.0 19.2-0 23-9-8� 7-10.0 7.0.0 4 4-7-8 4x6 = Scale=1:56.3 6.00 ri 2 3 13 4x6 J If 5x8 G 12 2 4 14 2x4 II s 5x6 G 1 a 8 15 16 6 10 ST1Sx8 STP = 9 4x6 = 7 3x6 — 3x8 = ST1.5x8 STP = 1 I 3x6 6x8 — 7-10-0 14-10.0 23-&8 7-0H 7-6-0 8.11.8 Plate Offsets (XY1= f1-Edge0-1-121 r2:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.22 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.39 6-7 >726 180 BCLL 0.0 '; Rep Stress lncr YES We 0.91 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 1 Code FBC2017ITP12014 Matrix-SH Weight: 147 he FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc pudins, BOT CHORD 2x4 SP No.2 except end ver icals. WEBS 2x41 SP No.3 BOT CHORD Rigid calling directly applied or 6-11-11 oc bracing. WEBS 1 Row at midlet 2-7 REACTIONS. (Ib%size) 10-86910-6-2, 6=869/0-7-10 Max Hom 10=225(LC 12) Max Uplift 10=-296(LC 12), 6=-272(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 gle) or less except when shown. TOP CHORD l{2=-1168/733, 2-3=-754/604, 3-4=-711/653, 1-10=-795/617 BOT CHORD 9�10= 338/234, 7-9= 700/969, 6-7= 360/491 WEBS 2I7=-493/468, 3-7= 263/370, 1-9=-446/809, 4-6=-821/620 NOTES- I 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160ul (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst, h=15ft; Cal. 11; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 14-10-0, Exterl0r(2) 14-10-0 to 20-10-0, Intenor(1) 20-1010 to 23-7-12 zone; cantilever left and right exposed ;C-C for members and forces a MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ` This truss has been designed for a live load of 20.0jesf on the bottom chord in at 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.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 10 and 2721b uplift at joint 6. 1 Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNING -Vedry deNgn parametom end READ NOTEB ON THS AND INCLUDED MDEKREFERANLE PAGE MIIJ4)a rov. 10Na4e015 aEFORE USE. Design valid for use only with MI1eMb connectors. INsdesIgn Is bassdor ly upon parameters shown and Is lot an M10cud Will ing componsht. not ��' a truss system. Before use, the bWdiog designer must verify the appllcabOlry of design parameters and properly Incorporate this design Into the overall is to buckling inks arul/or chord members only. Addiloraltempomwandpermanenlbrccing MiTek' bulldinOdeslgn.&acleg lnlloofed prevent oflndMdral web 5 dway Isol lted for stability and to prevent collapse wah possbie personal Injury antl property damage. For general guidance warden the 6904 Parke Esst Blvd. rication, storage. delivery, erection and bcing of busses and Ie s systems, weANSWIl CualBy CrBeda, OS"P and BCSI Bu6d/ng Component fabbracing Bell 1nAvm.f tit rvc loble. fom irus Plate fusion., 278 N. Lee Street. sane 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 AN Ply T15399502 1581574-PSLP-VELARDO A09 Root Special 1 1 Job Reference optional) Builders FirstSource, Fort Piece, FL 34945 o.l vsact axum moan inc. Iuevclzo icuruezuio 6.00 F12 5x6 STi. 4x6 = 3x8 = o 9 12 2x4 = 14 2x4 II Scale = 1:61.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Met! Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.83 Vert(LL) -0.20 7-8 >999 240 MT20 2441190 TOM 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.35 7-8 >807 180 BOLL 0.0 Rep Stress [nor YES WB 0.89 Horz(CT) 0.13 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 157 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins, BOT CHORD 2x4 SP No,2 "Except' except end verticals. 7-112: 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-10-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 2-8 1 REACTIONS. (Ib%size) 11=869/0-6-2, 14=869/Mechanical Max Harz 11=225(LC 12) Max Uplift 11=-296(LC 12), 14= 272(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 112=-1169/734, 2-3=-753(604, 3-4= 709/596, 1 -11 =-795/617, 6-14=-869/563 BOT CHORD 10-11=-337/232, 8.10= 718/971, 7-8— 342/493, 6-7=-342/493 WEBS 21=495/469, 3-8=.262/367, 1-10= 398/812, 4-6= 808/602 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., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 14-10-0. Extedor(2) 14-10-0 to 20-10-0, Intedor(1) 20-10; 0 to 23-7-12 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 ben designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to puss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 296 lb uplift at joint 11 and 272 lb uplift at joint 14. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARM No-Vedry d-Ign parem0 0-and READ NOTES ON THIS ANOINCLUDED WM REFERANCE 1AGEMIP7473-V IMDYMISfiEFOpE USE Design Valid fot use only wllh Mliek9 corsrcectors. Thlstlesl0n b bawd oNy Upon parameters shown, antl Is fat on Ndlvltluoi bWtlino component, not �' a u_ system. Before use, the bul" no designer must vedfy the appllc.bHu' of desl9n porameters antl, ipeuy Incolporaie this design Into ibe overall bUItlllg design. &hcing lndicaletlhto prevent buckling of lntllvldual Lass web and/or chord members oNy. Adtllilono temporary antl permaneN bracing MiTek' 5 always requaed for siabllliy onto P<evem.ollapse with posslLNe personal NI and property damage. For general guidance regarding the tobricotion atomq, tle"very, erection and braclrxl of imrsesand Truss systems, seeAN31/Ipit Gua@v QEeM, O'a, a.0 BC51 au0tl/np Compon�nl e.wewu.x.,...n ,wlnlJo hnm in is polo indlaib 9lAN inn snit. vnrwsly. awrniulna.vA 2a t4. 6904 Parke East Blvd. Temp., FL 33510 Job Truss Truss Type r pry Ply T15399503 1581574-PSLP-VELAROO A10 Hip 1 1 Job Reference (Optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 62018 MiTek Industries, Inc. Tue Oct 23 12:07:03 2018 Page 1 ID:5HUNobellg4usFwXvJBvHWyOZgM-soCRIH 3VjdllpfAZezgtAOpZ80D6d7VNiit6nyOXj6 1a50 -ta0 14-30 14-1g0 19-2.0 2D P10 23-9-8 r ]4W a50 ]TU 180 F1-]-1D RM-14 n.7n Scale=1:61.0 111 5a6 STI. 3xG = 3x6 = 6.00 12 3 4 5 ' axb II Is 64 14-11.12 2x4 Il 2x4 = 16 141" J-10.0 1430 14a�q 20.9-00 23-9 a J4a0 6 6L� Eo 10 AMA a 0.l-1 0,5 asa Plate Offsets(XYN- f1:0-3-00-1-8112:0-4-00-3-01 f3'0-3-00-2-01 f5:0-3-00-2-01 f&0-4-80-1-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.83 Vert(LL) -0.21 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.37 B-9 >753 180 BCLL 0.0 "; Rep Stress ]nor YES WB 0.90 Horz(CT) 0.10 16 We n/a BCDL 10.0 Code FBC20177FP12014 Matrix-SH Weight: 157 to FT=20% LUMBER- BRACING - TOP CHORD 2x4I SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc pudins, BOT CHORD 2x41 SP N0.2 *Except* except end verticals: 13-14: 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6.6-4 oc bracing. WEBS 2x4!SP No.3 WEBS IRow at midpt 2-9 REACTIONS. (lb/size) 12=870/0-6-2, 16=870/Mechanical Mak Horz 12=220(LC 12) Mak Uplift 12=-294(LC 12), 16= 264(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=-1166/749, 2-3=-756/625, 3-4= 591/614, 4-5=-591/614, 5-6=-710/623, 1'12=-795/628, 8-16= 870/623 BOT CHORD 11-12=-365/235, 9.11=-804/966, 8-9= 346/489 WEBS 2-i9=-482/530, 1-11=-442/803, 4-9= 263/363, 6-8= 811/599 NOTES- 1) Unbalanced roo4 live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 14-3-0, Exterior(2) 14-3-0 to 23-7-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrem with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to girder(sy for truss to truss connections. 7) Provide mechanical connection (by others) of Ines to bearing plate capable of withstanding 294 In uplift at joint 12 and 264 to uplift at joint 16. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING- Verity dedgnparamereraand REAP Nor SoN THIS ANG INLLNGEG MREKREFERANCE PAGE Ma-J013rev. IGe3/10I5BEFORE USE FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=-1166/749, 2-3=-756/625, 3-4= 591/614, 4-5=-591/614, 5-6=-710/623, 1'12=-795/628, 8-16= 870/623 BOT CHORD 11-12=-365/235, 9.11=-804/966, 8-9= 346/489 WEBS 2-i9=-482/530, 1-11=-442/803, 4-9= 263/363, 6-8= 811/599 NOTES- 1) Unbalanced roo4 live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 14-3-0, Exterior(2) 14-3-0 to 23-7-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrem with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to girder(sy for truss to truss connections. 7) Provide mechanical connection (by others) of Ines to bearing plate capable of withstanding 294 In uplift at joint 12 and 264 to uplift at joint 16. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING- Verity dedgnparamereraand REAP Nor SoN THIS ANG INLLNGEG MREKREFERANCE PAGE Ma-J013rev. IGe3/10I5BEFORE USE " Design valid tot use, only wlih MITekH connectors. iNs design 6 basetl only Upon parameters shown. ahtl Is (or on Ntlivltlud WptllnO cnmponeni. trot g area system. Befo(e use. the bWI ng tlesgner must verity the aPdlcUmlty of dedgn parameters aryl properly Incbryorate IM5 tleslgn Into ire overall builtling cki',n. &acinglydicatetlis to prevent WCain, ofintlNI,., an web antl/ot chortl members oNy. Atldtlonal temporary antl permarsenl bracing MiTek' k always require" , cloblllty antl to prevani collapse with po_'. Perswsd ln7ury antl properly damage. For general Buldance regartling me fabrlcailon,storage,delivery, erectlonon,braclrg of imsses antl I..systems, seegN$t/tpit Bup/OyCdriab. Ikz-0l and BCSl BuftlMy Component 6904 Parke East BNtl. SobW M/olmoNolgvallable from truss Plate Instllule, 21a N. Lee Street. SU9e st 2, Nexaruiea, VA 22314. Tampa; FL 33610 Job Truss Truss Type 1 RN PIY T15399504 1581574-PSLP-VELARI 801 Roof Special 1 1 Job Reference (optional ----- builders 19rstboume, 1-011 MOCO, -L 641190 4x6 = 4x6 = 4 5 15 3x6 = 2x4 11 3x4 = LOADING last) SPACING- 2-0-0 CSI. TOLL. 20.0 Plate Grip DOL 1.25 TO 0.82 TCDL 7.0 i Lumber DOL 1.25 BC 0.66 BOLL 0.0 ' I Rep Stress her YES WR 0.72 BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib%size) 8=940/0-7-10,2=1015/0-7-10 Max Harz 2=188(LC 12) Mr[tr Uplift 8= 311(LO 13). 2=-344(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2r3=4685/1102, 3-4= 1263/935, 4-5= 1075/897, 5-6=-12761889 BOT CHORD 2[13=-1082/1429, 12-13= 1082/1429, 10-12=-696/1075, 9-10= 1077/1549, 8i9=-1073/1557 WEBS 3112=-485/444, 4-12=-194/331, 5-10=-85r323, 640=-565/455, 6-9=0/255, 618=-1734/1202 NOTES- 1) Unbalanced to 2) Wind: ASCE 7 GCPI=0.18; MM Interior(1) 20-1 Lumber DOS' 3) Provide adegl9 4) This truss has 5) ' This truss he, - will fit between 6) Provide mocha Joint 2. -. - 3x4 = DEFL. in (loc) Well L/d Ven(LL) -0.22 9-10 >999 240 Ven(CT) -0.35 9-10 >866 160 Horz CT) 0.06 8 n/a n/a zx4 n Scale: 1/4°=I' ... ..........TP = 6xB = PLATES GRIP MT20 244/190 Weight: 133 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc prelims, except end verticals. BOT CHORD Rigid calling directly applied or 5-5-13 oc bracing. live loads have been considered for this design. ); Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151C Cat.. 11; Exp C; Encl., 'AS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterlor(2) 11-0-0 to 20-11-0, 7 to 25-9-4 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; �0 plate gdp DOL=1.60 r drainage to prevent water pending. an designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. seen 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 e bottom chord and any other members, with BCDL = IO.Opsf. ,at connection (by others) of truss to bearing plate capable of withstanding 311 Its uplift at Joint B and 344 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6804 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING-Veurydesignparemotarsand READ NOTES ON THASANOINCLUDEOMITEKREFERANGEPAGEMIFT4T3rev.fON/[0159EFOREUSE. f®�� Design vdld for use only wllh Mfak9 connectws. THIS design h based only upon Parameters shown, and Is for an lndlvtdud W&ding component. not a tras System. Before use. the Wrong designer must verify the apracaNilly of design Parameters and properly Incorporate INK tlesign Into the overall trusweb only. Addflonaltempororyandpermanentlxaclrxl ■•�YI� MiTek' bulldingtleslgn. Bracing Is always required fobrkation, storagb. lrWlcaletl is to prevent buckling of Individual and/or chord members ((w slablllly and to prevent collapse wnh possible personal Wary and property damage. For general flWtlance regaling the delivery, erection and bracing of tenses and fMM systems, ses ANSUIPIi Cua1Ey CAeM, OSS49 and 11CSIBu6ding Component 6904 Parke East BNd. SabNmbnnatbmvallaWe from Truss Pick, Institute, 216 N. Lee Sheet, Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 Qty Ply T15399505 1681574-PSLP-VELARE B02 Hip 1 1 Jab Reference (optional) tlmmers rusrsource, non rleca, rL: Vqo a..— 11 a cv,o rvn,cnnmuomw,iue. uv v­a .,... I Sx8 = 2x4 II Sx8 = 4 S 6 13 12 11 6x8 = Sx8 = 2x4 II Scale: 1/4'-1' m Iv 0 P= b di = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.50 Vert(LL) -0.17 12-13 >999 240 MT20 244/190 TOOL 7.0 Lumber COIL 1.25 BC 0.74 Vert(CT) -0.3512-13 >882 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 1561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-2-6 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=940/0-7-10, 13=1005/Mechanical Max Horz 13=102(LC 11) Max Uplift 8=-280(LC 13), 13=-317(LC 12) FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1015/858, 4-5— 1301/1143, 5-6=-1318/1158, 6-7= 1419/1081, 7-8=-1656/1293, 2-13= 201/362 BOT CHORD 12-13=-630f787, 5-10=-266/303, 9-10=-697/1226, 8-9= 1041/1430 WEBS 4�12= 654/440, 10-12= 646/1132, 4-10=-719/1052, 6-9=-114/376. 7-9= 246/406, 3;13=-1031/801 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Fxledor(2) -1-0-0 to 5-0-0, Inledor(1) 5-0-0 to 9-0-0, Exledor(2) 9-0-0 to 25-7-3 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j 3) Provide adequate drainage to prevent water pending. 4) This truss has been designees for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst 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. 6) Refer to girder(s) for Was to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at Joint 8 and 317lb uplift at Joint 13. Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October23,2018 ®WARNING- VedNdesignpmameters end READ NOTES ON THIS AND INCLUDED NNEKREFERANCEFAGEN67473rev. 10 2015BEFOREUSE Design valid far useonly With Mlles conreciors, iNs design Is based only upon parameters shown, and Is for an lrxd dual burding aampohent, not a Ras system. Before use. the bdlding designer must verify the applicability of design parameters and properly incorporate this design Into the overall esedgn. &acing Indicated is to buckling Individual truss web orsd/or chord members only. Additional temporary and permanent bracing MOW Weling prevent of Is cx ays um;dred far slablllty and to prevent collogsse with possmle personal hlury and properly damage. Fm general gultlance tegading the 6904 Pa,ke Eest Blvd. iabrk:atbrt storage, delNery, erecllon ones bracing of Imrsses antl truss systems, weAMMMIr Oualey Creetb, DS9-09 and SCSI NuEftly Component Safety lnformafbtnvalloble Rom Trust Rafe Institute. 218 N. Lee Wool, Sxte 312, AexarrJML VA 22314. Tmrya. FL 33610 Job Tmss Truss Type r pry Ply T75399506 1581574-PSLP-VELARDO B03 Hip i 1 Job Reference (optional) Bulliters Flrsibource, Tan Moos, FL 34B4b ..ccu ewr ocoio mu o". iey um. ,uv C,n w,c.,.w �o,o roye, I D:5HUNobellg4usFwXvJBvH WyOZgM-GNuaf IOyoeOKuHOIEmXN Up2KkMSyJ41 y4gwXj6yOXj3 7-0-0 11-4-10 18.11.0 26-11-0 ]-0-0 4-4-10 7-6-6 7-0-0 Scale =1:472 5X8 = 3.4 11 5xe = 5x6 10 9 8 3x6 I 3x8 = 2x4 II LOADING (pst) 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 F802017/rP12014 CST. TC 0.84 BC 0.66 We 0.49 Matrix-SH DEFL. in Vert(LL) 0.13 Ven(CT) -0.24 Hoa(CT) 0,07 (Ioc) Well L/d 5-6 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 139 lb 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 *Except* except end verticals. 3-8: 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 5-5-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=942/0-7-10, 10=942/Mechanical Max Horz 10=-72(LC 8) Max Uplift 5= 273(LC 8), 10=-273(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1075/792, 2-3=-1692/1348, 3-4= 1736/1389, 4-5— 1646/1157, 1-10-875/732 BOT CHORD 3.7=-068/381, 6-7=-868/1390, 5-6=-869/1383 WEBS 2-9=-527/457, 7-9-547/942, 2-7=-704/1069, 4-7= 285/496, 4-6=0/334, 1-9=-488/839 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=4.2ps1; BCDL=5.Opsf; h=1511; Cat. II; Exp C; End., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(l) 6-1-12 to 7-0-0, Exterior(2) 7-0-0 to 15-5-13, Interior(1) 15-5-13 to 18-11-0, Exterior(2) 18-1 1-0 to 25-7-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcument with any other live loads. 5) ' This Truss has lbeen designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide unit fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 5 and 2731b uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: October23,2018 AWARNING- Vedrydesignp..f.r.andREADNOTES ONMerAND INCLUDED MIlEKREFERANLEPAGEMF7473rov.fON2201SBEFOREUSE Design Valid for use my with Mnek9 connectors. This desgn K based any Upon parameters shown, and is for an PMMdual Wildlnd component not a Iruss system. Before use, the building designer must veflfy the appticolorly of design parameters and por,e4y Incorporate f ys design Into the overall lndloatedIstobuckling Individual tussweband/or chord members only. Addiflonalfemporaryasdpeananenfbiacing MiTek' buadingdodgn. Bracing payout of K always required for stab0ltyend tape am collapse wan possible personal Injury and popery damage. For general guidance regarding the fabicatbu storage. delivery. erection and bracing of fuses and truss, systems. meAN51//PIF CuaIDy C2erb, D5849 and BCSF Building Component 6904 Parke East 8W. SafelylntomallorovdlaCMe from Truss Rate Institute, 218 N. Lee sheet. Site 312. Alexardda. VA22314, Tarry.. FL 33610 Job Truss Truss Type ' fitlyPly T15399507 1581574-PSLP-VELARD0 B04 HIP 1 1 Jab Reference (optional) P 1 Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 62018 MITek Industries, Inc. Tue Oct 23 12.07.08 2018 age ID:5HUNobellg4usFwXvJBvHWyQZgM-CIOK4_2CJGG17bYSLBZraE8h99AxnwwFX Pen-yQXj1 4-11-0 12-10-8 20-10-0 25-10-0 1-1-0 4-11-0 7-11.8 7-11-8 SDO sxe = 2x4 II 5x8 = 6.005-2 3 13 4 14 5 Scale =1:45S ST1.Sx8 STP = 3x4 = 3x8 = """ 3x4 = axe 11 San It I LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.78 Vert(LL) -0.08 10-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.17 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.72 Horz(CT) 0.02 7 n1a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix-SH Weight: 148 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc pudlns, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid telling directly applied or 7-9-13 oc bracing. 2-12: 2x5 SP No.2 REACTIONS. gb/size) 12=1015/06-10, 7=940/Mechanical MAx Herz 12= 136(LC 10) Max Uplift 12=-333(LC 9), 7=J72(LC 8) FORCES. (lb) - Max. Comp-IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-989/726, 3-4= 141311129, 4-5= 1413/1129, 5-6= 1019/747, 2-12= 979/858, 6-7=-902/7ll BOT CHORD 10-11=-529/827, 8-10=-561/857 WEBS 3-11=-229/286, 3-10= 471/7l 1, 440= 494/533, 5-10= 460/684, 5-8=-215/295, 2-11=-525/883, 6-8=-576/904 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.Opsg h=15ft; Cat. II; Exie C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -1-1-0 to 13-4-13, Interior(1) 13-4-13 to 20-10-0. Exienor(2) 20-10-0 to 25-8-4 zone; cantilevenleft and right exposed ; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1 160 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for muss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at Joint 12 and 312 lb uplift at Joint 7. I Joaquin Velez PE No.88182 MITek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNWG- Vedlyahatrg pzmmefereend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE W74Tarew. ID034016 BEFORE USE • loader, valid for use ONy YAM MITelt®c-ohneclors. this design is besed only upon Mcaeters shown. and Is for an IndMduoi Wilding cMPoneni, trot a inns system. Before use, the bWiding aiml0ner must verify the appllCONIty of dedgn parameters and properly Incorporate Ihh design Into the overall Addfi MiTek' buldingdeslgn. Bracing indicated is to prevent WckllW ofindMdues tms web and/or chord members only. wltemrwraryondpermanenfbradng Ls always recurred for sladllty and to prevent collapse with pos ldo person Injury and property damage. For general guidance regarding the faGkatbrt storage. cl.1W erection and bracing of lnrsses and Iran systems. weANSMPII Quality CIB11{l, DS04➢ and BCS/ Bolding Component rk 6909 Parke Blvd. East , SolelylNormalbmvUlable from Truss Rate Institute. 218 N. Lee Street Wt. 312. Nexandda VA n314. Tern a. 3aar 0 Job Truss Truss Type ply Piy T75399508 1581574-PSLP-VELARDO BOS HALF HIP GIRDER 1 t Job Reference o tima1 uwmers 1­1161Jvume, rmi rime,, avev. NAILED NAILED 6.00 12 AXE NAILED NAILED NAILED 6x12 MT20HS = 'NAILED 3 14 15 16 17 4 18 5x8 4 13 2 1 ' I i •12 24 25 26 27 28 10 29 11 STt.5x8 STP= 5x8= NAILED NAILED 3x4= 3x6 II NAILED NAILED NAILED NAILED Scale =1:452 NAILED NAILED NAILED 3M NAILED NAILED NAILED Sx8 19 20 5 21 22 23 6 30 9 31 32 33 8 NAILED 46 = 5x8 = NAILED NAILED NAILED 4X6 II NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.23 8-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.36 8-10 >853 180 BCLL 0.0 ' Rep Stress Incr NO We 0.77 Horz(CT) 0.06 7 r✓a n/a BCDL 10.0 Code FBC2017/r'PI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except* TOP CHORD 3-4:2x4 SP No.1, 4-6: 2x4 SP M 31 BOT CHORD BOTCHORD 20 SP M31 WEBS WEBS 2x4 SP No.3 *Except' 2-12: 2x6 SP No.2, 6-8,4-11,5-10: 2x4 SP No.2 REACTIONS. (Ib7eze) 7=1928/Mechanical, 12=2027/0-6-10 Max Horz 12=134(LC 5) Male Uplift 7= 935(LC 5), 12=-950(LC 5) FORCES. Qb) - Max. Comp./Max. Ten. -All tortes 250 (Ib) or less except when shown. TOP CHORD 2-3=-1675/804, 3-4=-1507I765, 4-5=a627/1789, 5.6-3181/1552, 6-7=-1779/990, 2-12_ 1995/872 BOT CHORD 10-11= 1800/3621, 8-10=-1552/3181 WEBS 3-11=0/380, 2-11=-875/1910, 6-8=1671/3423, 4-11-2346/1172, 5-8=-1069/891, 4-10=0/458,5-10_ 261/493 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 1441b FT=20% Structural wood sheathing directly applied, except end Verticals. Rigid telling directly applied or 5-9-8 oc bracing. 1 Row at midpl 6-7. 6-8. 4-11 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst;, BCDL=5:Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 935 lb uplift at Joint 7 and 9501b uplift at joint 12. 8) "NAILED" Indicates 3-10d (0.148°x3°) or 3-12d (0.148"x3.25') toe -nails per NDS guldlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Uve (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 1 Joaquin Vela PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNING- Vedlydu/Snparamerare.nd READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMP-7473 mv. 1dB.LZa15 BEFORE USE DeUgn valltl for usa oNy with Mlieltd9 cannoctas.INs tlesi9n 6 basetl oNy upon parameters shown, Ontl Is for m IntlINOUW WYtlhg component, not a truss system. Before uw, the bulitlirg tleslgne, must veary the applicabYlry of tleslgn paranielers antl properly hlcorpOrate run tlaslgn Into the overall bWtl Ddesign.&acTGlntlkatetlistolxeventbuckllr,gofLMlvltludhusswebarW/orctrortlmembersoNy. Adtllllorwllemporaryantlpermanentbracing MiTek' "_ova,stoblllry ontl to prevent collapse wnn possble perswral IMury oM Ixoparry damage. for general gultlonce regordlrg the fobicalbn storage. tlelNery.e,ecllonaM Lxaclrxa of hussesond buss syslemsseeAfLal/ryp Oue@y CALM, 05B29 and BC51 Bu/Ohp Component 6904 Parke East Blvd. SorelylnMrmnflomvdlade hem i,uss Raie InstlMe. 218 N. Lee SUee1. Site 312 Alexarxlaa, VA22314. Tarry., FL MID Job Truss Truss Type I Dry Ply T15399508 1581574-PSLP-VELARS BOS HALF HIP GIRDER 1 1 Job Reference o gonal Builders FirstSource, Fort Piece, FL 34945 tl.J usuG b zu1B Mnek industries, inc. lue Oct za 12:e/:l0 20lo rageL ID:SHUNobellg4usFwXVJBvHWyOZgM-9884Vg3SrtWINuiWTcbJffD 9zrFFpfX_IulstyOXj7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-58(1`) 8-58(F) 5-105(F) 13=-15(F) 14=-105(F) 15— 105(F) 16= 105(F)17=-105(F) 18=-105(F) 19= 105(F) 20— 105(F) 21=-105(F) 22= 105(F) 23— 105(F) 24=-182(F) 25=-58(F) 26-58(F) 27=-58(F) 28=-58(F) 29=-58(F) 30-58(F) 31=-58(F) 32-58(F) 33=-58(F) ®WAPNING-VeArytlaslgn Pmmernrcnntl HEAD NOTES ONTN/SANDINLLUDEO MIIEKAEFERANCE PAGE M6141Jmv. IM9T2015 BEFOflEUSE pesl9n wild fw usa�only Ih NJleie®cronnactaR.ItI.de9gn kbasetl only upon parameterss shovm, andIs for an NtlMdual Wktling component,not a truss system. before usa, the Wlltling designer must vetlty the applicab0lty of design parameters ontl progeny N.0, neate this design Into the overall &acnEdlcatetlls to lntllyldual lmuweb arw/w cMrd members only. Atltlllional temporary ontl pemlarient bracing MiTek' bWtling tledgn. preventWckling of b always regWred rer stadllty ontl to prevent collapse with poulble personol Atlury aM lxoperry damage. For general guidance regarding the (aMcaibn.storage.delNery-erection and bmcing of blues ontl iruu systems. seep1�A51/IPII Oua/Oy CrMrb, DS919 anG BCS/W"Ing Compananf 6904 Parka East BNtl. SPNryWonnalbmvdlode fiom Ins Rale InttiNte, 2Is N. Lee St,eet. Site 312. Plexarx]n¢ VA Y4314. Tempe, FL 33610 Job Truss Truss Type r (Dty Ply T15399509 1581574-PSLP-VELARDO C0r Half Hip Girder 1 2 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MITek Industries, Inc. Tue Oct 23 12:07:11 2018 Page 1 ID:SHUNobellg4usFwXvJBVHWyOZgM-dKhT045cBec_2Gj1 K7YBsmDhN4A_F7hDyelOJyOXj_ 4-0.0 s-1-12 11-9-0 17-11-2 242_8-8 1-0.0 6-1-12 b7.4 6-2-2 6 j0 6x8 = Scale = 1:51.5 8x14 W20HS= 5x8 = 20 II STI.5x8 SIT ST115x8STP= 11 ,v o 1 2x4 II HTU26 6x8 =HTU26 46 = MO = HTU26 HTU26 5x8 I 3x0 HTU26 HTU26 HTU26 HTU26 HTU26 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3*Except* 6-7: 2x4 SP No.2 OTHERS 2x8 SP 2400F 2.0E CSI. DEFL. in (lac) Merl Vd PLATES GRIP TC 0.76 VIM(LL) 0.17 10-11 >999 240 MT20 244/190 BC 0.98 Vert(CT) -0.2610-11 >999 180 MT20HS 187/143 WB 0.89 Horz(CT) 0.08 13 n/a n/a Matrix-SH Weight: 340 lb FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 4-7-11 oc puriins, except end vedlcals. BOT CHORD Rigid calling directly applied or 9-8-7 Go bracing. REACTIONS. (lb/size) 2=3295/0-7-10, 13=4376/0-6-2 Max Harz 2=310(LC 8) Max Uplift 2=-1295(LC 8), 13=-1579(LC 5) FORCES. (Ib)-Max. ComplMax.Ten. -All forces 250(Ib) orless except when shown. TOP CHORD 2-3=-6765/2635, 3-4=-5025/1907, 4-5= 3819/1393, 5-6=-3819/1393, 7-12= 291/993, 6-12= 291/993 BOTCHORD 2-11=2541/5934,10-11=-2541/5934,8-10=-1770/4495, 7-8=176/479 WEBS 8-ll=-563/1355, 3-10=-1699/923,4-10=-1077/2554,4-8= 930/607, 5-8=-358/294, 6-8=-1695/4652, 6-13=-4412/1593 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connectetl 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 CABE(S) section. Ply to ply connections' have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1f: BCDL=S.Opsh h=15f1; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)' This truss haslbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8) Bearing at joint(s)13 considers parallel to grain value using ANSUIPI 1 angle to grain formula. Building designer should verity rapacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1295lb uplift at joint 2 and 1579lb uplift at joint 13. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starling at 7-0-h 2 from the left end to 22-5.4 to connect hassles) to back face of bottom chord. 11) Fill all nail holes where hanger is In contact with lumber. LOAD CASE(S) Standard Joaquin Velez PE No.88182 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ® WARNING - Verrty des tgn paramerem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 mv. 10N3,2015 BEFORE USE Oedgn valid for use oNy wIM Mliek9 conrrectors.lhis design k bosetl oNy Upon pasamaten stwwn entl Is (or on Yldlvklual twetling component, not a truss system. Before use, IM, bulltling designer must vetlry itre appllcaWllN of design parameters and propedy Incorporate Ink design Into the overall Wckllr,g IlMNldual Wss web and/or chord membersoNy. Additional temporary and permanent bracing MITek' Duedtrg design. WacNg lndkatedls to prevent of k always requlretl for s1aW ltyantl to prevent collapse vAth pos4ble perswwl a9W and gopedy damage. For general gWdonce regartlirg me tabrk:atbrt stoiape, tlelNery, erection and braclrg of inrsses and inlss systems. seeAN8V2Pl1 OrmMy C2eAp, OSB-09 entl BCSI BUItlNg CDlnpDnln2 fi904 Parke East Blvd. 6904PTamp,aik EeM Soroty Nronnofbmvdtade from irlas Nate InsaMe. 218 N. Lee Slreei. Site 312. Plexantl0a. VA 22314. Job Truss Truss Type I qry Ply T75399509 1581574-PSLP-VELARDO C01 Half Hip Girder 1 2 Job Reference (optional) Builders FlrstSOurce, Fort Piece, FL 34945 a.22u s uct a eula miTan emusu ie5, in, iue 0625 i a:er u 2v io sync ID:5HUNobellg4usFwXvJBuHWyOZgM-dKhTiO45cBec_2Gj1 K7YBsmDhN4A_F7hDyolOJyOXj_ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=.54, 4.6-54, 2-7=-20 Concentrated Loads (Ib) Vert: 14-1092(B) 15=-510(8) 16=-51 O(B) 17=-51 O(B) 18= 51 O(S)19-51 O(B) 20=-51 O(B) 21=-850(B) 22— 850(B) ,&WARNING-Vidrydedgnpammef...dREAD NOTES ON THIS AND INCLDGEDMITEKREFERANCEPAGEMI.74M . fOtOZIOISREFOREDSE. Design vditl tot use aniy wAM Mllek9eonnectats.lNs dedgn Ebasetl oNy upoh lxwameters shown, andlsfalmhdlNWwl WYtlilg comporent nor IMF a Inm system. Befofe use, the builtllig tlesldner muss verify the gppilcabllity of tle9gn parameters gntl properly Incorporgle IhB tlesign Info the overall bu0tling desgn. &dcbglrKlicaletlls to prevent bucWltg of lntlivltluOl lmssweb ontl/or chord members oNy. Atltlllioncl temporary and permanent br=hg ■•�Y■®■ M!Tek' k always required for slaWny OrW to prevent collage wllh IwssllNe persorgl Ln1W Ond propeMdamage. For general guidance regarUing the foblrgibrx slorcge, derivery, ereclbn arW braclrg of trusses ontl Inrsssysiems seeAN5pfpli CUO/Sy C2erb, OSSdS ofW SC51 SUPdhtp Component 6904 P Eesl0 SawyhformOfb. GHOble from inert flare Inslllute, 2fe N. Lee sM1eet, suite 312. AlexanrlM. VA22314. Tangn, FL 3%10 R. Job Truss Truss Type pry Ply T15399510 1581574-PSLP-VELARE CO2 Roof Special 1 1 Job Reference o tional Nulleers t-Irsi.7ource, ran rlece, rc avaea................�........................, ...... ..... __. __._._...___._ 0 Er.: 4 6x8 = SX12 = 6TP= 3x8 = 3x8 = 46 = Scale: 1/4'=1' 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 FBC2017ffP12014 CSI. TC 0.78 BC 0.66 WB 0.75 Matrix-SH DEFL. in Ven(LL) -0.16 Vert(CT) -0.33 Horz(CT) 0.06 (roc) Wall L/d 6-9 >999 240 8-9 >890 180 13 rVa n/a PLATES GRIP MT20 244/190 Weight: 1441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc pudins, BOT CHORD 2x4 SP No.2 except end venlcals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 5-7-13 oc bracing. OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/slze) 2=966/0-7-10, 13=855/0-6-2 Max Horz 2=285(LC 12) Max Uplift 2= 331(LC 12), 13=-313(LC 13) FORCES. (Ib) - Max. CompJMac Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1541/913, 3-4_ 1408/966, 4-5=-1222f834, 5-6=-1053f706, 8-12=-4701759, 7-12=-47Of759 BOT CHORD 2-11=-1058/1303, 9-11=-640/866, 8-9=-506/705 WEBS 3,-11= 3061433, 4-11=-416/553, 4-9=-2631537, 5-9= 686/537, 6-9=-302/525, 5-8=-902f675, 7-13=-868/572 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; h=1511; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5.0-0, Intedor(1) 5-0-0 to 12-5.0, Exterior(2) 12-5-0 to 15-1-0, Interior(1) 15-1-0 to 23-11-8 zone; cantilever left and Fight 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 muss has been designed for a 10.0 par bottom chord live load nonconcurrent With any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = IO.Opsf. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 331 lb uplift at joint 2 and 313lb uplift at joint 13. Joaquin Velez PE N08182 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: October 23,201 S ,&WARNING. Vedlydesignpamm lmmdREADNOTESONTHOANDMGLUOEDMREKREFERANGEPAGEOP74M.re . iGDL2a15BEMRE USE Design valldfor use. only Win MlTeld)connectors. this design 6 based only upon M metersshown. and Is for an nalvUud Wilding campaMnl.not j a Russ system. Before use. the building designer must verily the apallcadlity of design parameters and property Incorporate this design Into the overall Wildingdeslgn. Wbchgindk.-atedlstoWeventWcklit oflndvOwimlsswebcnd/orchofdmeMb MONy. AddlBonollemporaryandpermarontbrocing WOW b always required for stodllty and to prevent collapse with posslde personal k4ury and property damage. for general guidance regad ng the faMlcalbry storage. deWoW. ereclion and bracaxl of trusses and buss systems seeANSUM11 Quality Cfgefb, DSO-09 aM BCSIB sofixg Componenf rk 6904 PTampa, mke East Blvd. daftly Oflofmalbfnvdlable from truss Rate InsilMe, 218 N. Lee street. State 312, Alexmd4a. VA 22314. 3a610 Job Truss Truss Type ' 71p,y T16399511 1581674-PSLP-VELARDO CO3 Roof Special 1 Job Reference (optional) Cuuaers r lrsibource, ran rlece, rLJ V`10 i 0 4x6 = Sx6 = 4 5 Gxa = 34 = 2x4 11 3x8 = "`O 5.8 = 3x4 11 Scale: 1/4'=1' 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 ]nor YES Code FBC2017ITP12014 CSI. TC 0.89 BC 0.44 WB 0.89 Matrix-SH DEFL. In Vert(LL) 0.08 Vert(CT) -0.14 Horz(CT) 0.08 (too) Vdefl Ud 9-11 >999 240 8-9 >999 180 14 rVa n/a PLATES GRIP MT20 244/190 Weight: 1431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-10 no bracing. OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=96610-7-10, 14=855/0-6-2 Max Horz 2=241(LC 12) Max Uplift 2=-326(LC 12), 14=-294(LC 13) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1585/992, 3-4=-1152l/98, 4-5=.9737799, 5-6=-14OEf9B4, 6-7= 1179/784 BOT CHORD 2-12= 1079/1342, 11-12= 107911342, 9-11=-670/950 WEBS 3-11=-437/424, 4-11— 1471304, 5-9=-322/510, 6-9=-9017750, 7-9=-783/1179, 7.14=-898/592 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 Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, ExImor(2)11-0-0 to 17-1-0, Interfor(1) 17-1-0 to 23-11-8 zone; cantilever left and tight 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 psi bottom chord live load nonconcu ant 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Beating at joint(s) 14 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 3261b uplift at joint 2 and 294111 uplift at joint 14. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 Q WARNING-Vedyd&sgnparemefemwdREADN0TES ON MNANDPICLUDEOMREKREFERANCEPAGEMIF14"care iG'O2M15BEFORE USE Design valid btusgoNy kIlh Mile'x®connecton. iNs desl0n5hosetl only upon parametersshovm, antl is br an NrtllNtlual bfBtlinp canponehl.not �R ■■ a hrss system. Before use. the bulidlnU dedOner must verity the appllcablllN of tlengn parameters and propetly Ncoiporate this tlennn Into the overall is buckllrg imss web and/or cfrortl members only. Atldliarwl temporary and permanent txacing MiTek' bulo1rg deNgn. Rbclnb Indicaietl to prevent oflrWNitluai h OAvoysrequaetl for slaWlN and to prevent collapse wnh possa�le personal N)ury arw progeny damage. For DenercY guWance re9artlN9the fatxkatbn, storage, tleavery, erection and bracaxl of M1ussesand imss systems, seeANSyryll OfwNy Cfd�r14, O6B69 and BCSI euldhg Componmf 6904 Parke Een BNd. SOfNfyhbrnD/bmvona .from truss Rafe InstlMe, 216 N. Lee Slreel.5uite 312 Alexantlaa, VA22314. Tango, FL 33810 Job Truss a ,Dry Ply T15399512 1581574-PSLP-VELARDO C04 �Truss`Fype Roof Special Girder 1 1 Job Reference o lional Builders FirstSource, Fort Piece, FL 34945 82 O s Oct 62U18 for ex mausmes. Inc. lug uct 2612:u/:10 Zulu Page l I D:5HUNobel Ig4usFwXvJ BvHW yOZgM.V6nYN7bg P82TIaUG9BUMiwrB_Vrw8gG8acvw4yGXw -9-4 9-0-0 15-10-0 19-1.0 24-8-8 1 -0.0 4-9-4 4-2-12 6-10-0 3-3-0 5-7-8 Scala=1:47.1 46 = 5x8 = A Special ST1.5x8 STP= '- 3z6- 3z8 = 3x6 = 3z4 = ass = 2z4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 8CLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2'ExcepV 6-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=968/0-7-10, 14=882/0-6-2 Max Horz 2=189(LC 8) Max Uplift 2=324(LC 8). 14=333(LC 5) 3TP= 14 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TC 0.92 Vert(LL) -0.14 2-12 >999 240 MT20 2441190 BC 0.81 VerI CT) -0.30 2-12 >954 180 We 0.52 HOTZ(CT) 0.05 14 n1a n/a Matdx-SH Weight: 137lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verlcals. BOT CHORD Rigid ceiling directly applied or 7-11-0 oc bracing. FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1544/504, 3-4=-1319/407, 4-5=-1142/399, 5-6=-1282/416, 6-7=-1347/438 BOT CHORD 2-12=-547/1327, 10-12=359/1125, 9-10= 424/1315 WEBS 4-12= 14/360, 5-10=-68/323, 6-10= 263/164, 6-9=-611/267, 7-9= 432/1366, 7-14=-990/385 NOTES- 1) Unbalanced roof live loads have been considered for Ibis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpl=0.18; MW FRS (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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing aljoint(s) 14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324lb uplift at joint 2 and 333lb uplift at joint 14. 8) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nalis per NDS guldlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 34 lb down and 38 lb up at 24-5-4 on top chord. The design/selection of such connection devlce(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the mass 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: 1-4- 54, 4-5_ 54, 5-6=-54, 6-7- 54, 2-8= 20 Concentrated Loads (1b) Vert: 7=-13(F) 15=-13(F) 16=-4(17 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 WARNING. Vedydeagnpantmetersand READNOTESON FNISANDNCLUDWUM KREFENANCEPAGEMIF74nmV.. 101X1R0159EFONEUSE Design valitl for use only with MlTeka conneefols. This dedgn s based only upon parameters shown. and is for an hdlNdual buBd:ng component not �R ■■ a huss system. Before use, the building designer must veiny the applicability of design parameters and properly Incorporate this dedgn Into the overall is to buckling lndNdual buss chord members only. Additional temporary and permanent bracing MiTek' bultllrg design. Bracing lndk;ated prevent of web cruller Is always nectulted for stab9ity, and to prevent collapse with possNe personal Injury end property damage. Far general guidance regarded the d SCSI Brrgding Component storage, delivery, erection and bracing of trusser and Pass systems, WeANS&VII Quality Cents, DSO-0and 69e4 Parke East Blvd.fabkatea, SO/�ty@donnolbmvdlablefrom Tens Fate lnsaMe.218 N. Lee Street, Sulle 312. PIexandnb, VA22314. Taepa,FL 33610 Job Truss Truss Type x PN Ply T75399513 1581574-PSLP-VELARDO C05 Hip Girder 1 1 Job Reference (optional) Builders FIMISOUree, ton l'IDCe, FL 34B4b o.cm s Oct o 201 n lVlllan l,. Us G3„i c. ..e--. _..,... - I- II- ID:5HUNobellg4usFwXvJBvHWyOZgM-SU3kz39rC1OmizksNaDyR77E3nCaO3MZbu5cbzyOXiu 1-0-0 7-0-0 1z-S0 17-10.0 z4-12:0 10.0 I1-ao 7.0-0 ss0 i ss-0 I 7-0-0 Ri-o-0 Scale=1:44.9 Special NAILED Special Sx8 = NAILED NAILED 2x4 II NAILED NAILED 6x8 = 3 11 12 4 13 14 5 2x4 I .....___ .....___ Sxe=.....--- .2a411 3x6 -� 3x6 = Special NAILED Special LOADING (Pat) SPACING- 2-0-0 CS'. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.77 Vert(LL) 0.20 9 1999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ven(CT) -0.29 9-10 >999 180 BOLL 0.0 ' Rep Stress MOT NO WB 0.39 Horz(CT) 0.10 6 we n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 112 lb FT a 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or2-6-12 oc puffins. 3-5:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5.2-14 oc bracing. SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1862/0.7-10, 6=1890/0-7-10 Max Horz 2-79(LC 6) Mau Uplift 2=-879(LC 8). 6-875(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3431/1603, 3-4=-3727111822, 4-5= 3727/1822, 5-6=3462/1599 BOT CHORD 2-10= 13B2/2957, 9-10=-1383/2976, 8.9-1316/3DO9, 6-8= 1314/2986 WEBS 3-10= 51/644, 3-9-517/968,4-9=-700/656, 5-9=-522/931, 5-8=-47/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=5.OpsF h=151t; Cat. II; Exp C; End., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconwilrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 2 and 875 lb uplift at oint 6. i 7)1 NAILED' indicates 3-10d (0.148°XX) or 3.12d (0.14M.25') toe -nails per NDS guldlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 290 lb up at 7-0-0. and 202 to down and 290 lb up at 17-10-0 on top chord, and 323 lb down and 131 lb up at 7-043, and 323 lb down and 131 lb up at 17-9-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CAISE(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-?=-54, 3-5= 54, 5-7=-54, 2-6=-20 Concentrated Loads (lb) Vert: 3=-155(F)5- 155(F) 1 0=-323(F) 9=-58(F) 4=-1 05(F) 8=-323(F) 11=-105(F) 12= 105(F) 13=-105(F) 14=-105(F) 15=-58(F) 16-58(F) 17=-58(F) 18=-58(F) 19=-44(B) [a 0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6834 6904 Parke East BNtL Tampa FL 33610 Date: October 23,2018 O WARNWG.Vodrydea/gnparemefersaed READNOTES ON WX AND INCLUOEOMREKREFERANCEPAGEM 747Jrev. 10M34?015BEFORE USE Desl9n vaad foruse,oNyv tNrakea cannectors. Ms desi0n hbmetl oNy Upon parameters shown. and Is for an htlMdual watlaxl component,rw1 a truss system. Before use, the bulidlrg tlesl0n¢r must veaN the applicability of tleLOn parameters arM properly Incorporate Inb tlesl9n Into the overall in bWtllne desl9n.&ticb9lntlkbted is to prevent Wcklag of lntllvklual imssweb antl/or chordmembers oNy. Adtllllonal temporary ono permanent braclrx3 MiTek' b always regWretl for sterility and to govent collapse with possaale persorwl mluy and property clotna9e. Fa 9eneral0ultlonce re9artllr,9 the fabrle, I, Me, tlelNery, erection antl bracing oftmsesontl lmss systems, seeAfyaUrplr GuO@y Cdfelb, OS689OIM BCSIauIdNg Component 6960 Parke Ent Bivtl. S.MifyfnformalbmvUlade hem 7. notation. 218 N. Lee sheet• b ,, 312 NexaMtla. VA22314. Ta a FL 33610 n4 Job Truss Truss Type pry Ply T15399514 1581574-PSLP-VELARDO CJ7 Comer Jack 3 1 Job Reference o tional Builders FirslSourca. Fort Piece, FL 3494b 6.220 a ws v cvra n, , ;rZ. ID:5H UNobellg4usFwXvJBvH W yOZgM-SU3kZ39rC1 OmizksNaDyR770BnNn09SZbu5cbzyoXiu -1-DO 1-0.0-100 1-0.0 Scale =1:7.0 2x4 = ST1.5x8 STP= Plate Offsets(XY) MO-14Edgel LOADING (pat) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.12 Veri(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Verl(CT) -0.00 2 >999 180 BOLL 0.0 ' Rep Stress ]nor YES We 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 5lb FT=20% 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 Herz 2--14(LC 12) Max Uplift 3= 8(LC 1), 2=-63(LC 12) Max Grav 3=18(LC 8).2=125(LC 1).4=18(LC 3) FORCES. (Ib) - Ivtax. Comp.lMax. Ten. - All forces 250 (lb) or less except When shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(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 psf bottom chord live load nonconcunent with any other live loads. 3)' This Truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of Was to bearing plate capable of Withstanding 8I11 uplift at joint 3 and 63Ib uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Date: October 23,2018 ®WARNING.Vsry daslSnpemmetadaand READ NOTES ON THIS AND/NCLUDEDMREKREFERANCEPAGEM 7470mv. 1011120169EFORE USE �R• Design valld for use only with MnekA connectors. INS coslgn U based only upon parameters shown. and is for an idl W l building awnponeM.not a tFm aystem. neldre Ise. Ina building designer must vedry the oWlicablliry of design p0rarrt9fers and Properly Ihcorposate this design Into the overall ■■ buudrngdeslgn. BracingIndicated is to prevent buckling of lydlvual fiussweb and/or chord members only. AddlllorwllemPormandpelmanenttxa:lrg 6 always required fa stobtry and to pevenl callanso with possible personal MAY and property tlanage. For general guidance regarding Inc 1 MtTe I(• tobrk,com starape, delt erection coal brachg of tenses and hus systems, seeAM51IM Gua@y CMeW, DS949 and JIM BOdhlg Component 6904 Parke East Blvd. Tana, FL 33610 Safety Womnafbr available a= Truss Plate InAtule, 218 N. lee street. Sure 312, Alexandria VA 22314. Job Tmss Truss Type pry Ply T15399515 1581574-PSLP-VELARDO CJ3 Comer Jack 8 1 Job Reference (optional) Builders FustSoume, Fort Piece, FL34946 e.22o s Oct 6 2ol8 Mi ex industries, Inc. l ue Oct ea 12:07:182018 Page 1 I D:5HUNobellg4usFw%vJBvH W yOZgM-whc6AP9 UzKW dK7J3xlIB_LYY6Bhy7cijgYgA7PyOXit 3.0-0 0.0 3-0-0 Smle: t°=1' 2.4 = STf.6x8 STP= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.17 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: ll Ito FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 Ste No.2 REACTIONS. (lb/size) 3=53/Mechanioa1, 2=186/0-7-10, 4=26/Mechanical Max Harz 2=92(LC 12) Max Uplift 3=-63(LO 12). 2= 71(LC 12) Max Grav 3=53(LC 1), 2=186(LC 1), 4--52(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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=15ft; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This muss has been designed fora 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.Opsl 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 Tmss to bearing plate capable of withstanding 63lb uplift at joint 3 and 71 Ib uplift at joint 2. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6034 6934 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 Q wARNOIG-Vadlydesteapatemetere.d READNOTES ON TNISANOPIOLUDEDMIIEKREF£RANDEPAGEMM174"ar .. 10O 015BEFOREUSE. Design vNld for Use,oNy WI1h MneM connectors. iNsdesIgn Is based only upon parameters shown. and Is for an IndIAWol Watling component, not a truss system. Before use. fine building designer must vedN iW opellcablIlN of design parameters and properly Incorporate this design Into the overall ■■ buerartgdestin. fgachgllrtllcatedmtopevent WcklingofiWMduaitarssweba /orctrordmembmoNV. AddltlorwltemporaryandWmanentbracing MiTek° mdwaylon.st rage. etobalryondtOnraVem Coe 9Of vAlhposshle personN hluonAfa opedydamage, ror gerieralnd11CSIB egor Co the fabrlrntbrt storage, tlelNery. run and bracing of D5B4➢O1W 0(31 pu9tlhsB Component 6904 Padre East Blvd. 18 N. Lee S reel. sue 31 , Nexandria, VA 2231CrDerb, SObtyfnlORnOlbmvdlable hom truss Rale InstlMe, 218 N. Lee Street SWte 312 Nexantl4a, VA22314. from Tenpe, FL 33610 Job Truss Truss Type pry Ply T15399516 1581574-PSLP-VELARDO CJ5 Corner Jack 6 i Job Reference (Optional)' BUaders FaSISOerae, Fort Piece, FL3994b 3x4 = ST1.5xS STIR= o.zm s sia o mro run en rnuusmes, nrc. I-LI.- - Faye , ID:5HUNobellg4usFwXvJBvHWyOZgM-OtAUOIA6keeTyHuFV?GOWY5cTb Hs3ys3Cajfry0Xis 5-0-0 Scala=1:19.2 LOADING first) SPACING- 2-0-0 CST. DEFL. in (Too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 VerICT) -0.05 2-4 >999 180 , BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 181b FT=20% LUMBER- I TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=115/Mechanlca1, 2=252/0-7-10, 4--16/Mechanlcal Max Horz 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 puffins. 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=15ft; Cat. II; Exp C; Encl., GCpl=0.18; "FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has Been designed for a 10.0 psi 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 lit 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 thus to bearing plate capable of withstanding 122 It, uplift at joint 3 and B5 Its uplift at joint 2. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ,&WARNING- Verify designparemerereend BEAD NOTES ON THISAND INCLUDED MI KREFERANCEPAGEMIF74]ore,. fGD320158EFONEUSE De4gn valid tot use oNywith Mffek cmeodon. lhlsdesign Isbased only upon parametersdsovm.and Isfor on IndiAmol Wilding component. not �� a truss system. Before use, the W idIng designer must verify the oppllcablllty of design lorametersantl properly Incorporate This doslgn Into the overall bureing design. aacmg Indicated is to buckling of lndivlduol rruss web and/or clrord members only. Additianai temporary and permarent bracig MiTek' prevent Is always regWred for stability antl to prevent collopse wah possible personal Nlury and gopeny damage. For general guidance regarding the 6904 Parke East Bind. fobdcatbn. storage, delivery. erection Orb brockg of nusses antl true systems, seeANSUM11 Crucially CrBada. DSBda and BCS1 Bulderg Component Taopa, FL 33610 SaNtyAdormafbmvdlable hose rose Rate Institute, 218 N. toe Street. Suite 312, Alexand4a, VA 22314. Job Truss Truss Type ON Ply T15399517 1581574-PSLP-VELARDO D01 Half Hip t 1 Job Reference o Banal Builders FirstSource, Fort Piece, FL 34945 8.220 a Oct 62018 MITek Industries, Inc_ Tue Oct 23 bx6 = 46 = Scale=1:46.7 3x6 4 2x4 11 4.6 — 3x8 11 4x6 = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/rP12014 CSI. TO 0.62 BC 0.80 WB 0.78 Matrix-SH DEFL. in Ven(LL) 0.42 Ven(CT) -0.92 Hoa(CT) 0.01 Attic -0.20 (too) Well Ud 2-11 >527 240 11 >238 180 a n/a n/a 9-11 445 360 PLATES GRIP MT20 2441190 Weight: 1221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purilns, 6-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-12 REACTIONS. (Ib/size) 8=995/0-2-12, 2=977/0-7-10 Max Horz 2=382(LC 12) Max Uplift 8=-4(LC 12), 2=-44(LC 12) Max Grew 8=1163(LC 2), 2=1060(LC 20) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1330/0, 3-5=-1131179, 5-6=-636/5S3, 6-7=-558/580 BOT CHORD 2-11=-263/1087, 9-11=-263/1087, 8-9_ 260/1083 WEBS 3-11=-11/408, 5-12= -167=, 9-12=0/1442, 6-12=-289/508, 7-12=-611/594, 8-12=-2024/479 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsh h=150; 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) 5-0-01014-8-0, Exterior(2)14-8-0 to 18-7-6 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) 400.01b AC unitload placed on the bottom chord, 11-0-0 from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent Water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent With any other live loads. 5)' This Wss has,been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will tit between the bottom chord and any other members. 6) Ceiling tleatl load (5.0 ps1) on member(s). 3-5, 5-12 7) Bottom chord We load (40.0 Pat) and additional bottom chord tleatl load (5.0 Pat) applied only to room. 9.11 8) Provide mechanical connection (by others) of truss to bearing plate at JoMl(s) S. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 to uplift at Joint 8 and 441b uplift at Joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 Q WARNING -Vedl% design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MI(-7473 mv. M32015 BEFORE USE gedgn valid for us4 ody with MITeM connectors. This design h based only upon parameters shown, and is for an noMdud bustling companent not a truss system. Before use, the building designer must verify the appllcablllN of design Porometers and Woperly Incorporate Ihk design Into the overall Mdulonollemporary¢dpermanentbracing MITek' buidrgdeslgn. Racing(Wd fedistolxeventbuckiingoflndlvkluallr WebarcUofchordmembersoNy. Is avvoys regWfetl for sfabeily and to prevent collapse with possible personal injury old prOperty damage. For general guldaae regarding the fabnbalbrtstorage,delivery, e,octan aid bracing of trusses and hus systems. seeANSIGINI Gauzy Cllelanal SCSI , DS"9 anal Com➢anent 6904 Parke East Blvd. Safely Infolmaf onavdlade tram Truss Plate haBMe. 218 N. Lee Sheet. Suite 312, Nexan irlm VA 22314, Tarrya, FL 33810 Job Truss Truss Type 10 Ply T15399518 1581574-PSLP-VELARDO D02 Common 1 1 Job Reference (optional) Builders FirstSoufce, Fort Piece, FL 34945 a.ezus�cromra rvnrnn nmmwes, nic. run vu <a ,<.o,.< 416 = Scale =1:47A 6.00 F12 11 o. i.-J� 2x4 4A - 3s8 11 416 = 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. TC 0.60 BC 0.60 W B 0.80 Matrix-SH DEFL. in Vert(LL) 0.42 Vert(CT) -0.92 Horz(CT) 0.01 Attic -0.20 (roc) Well Ud 2-11 >523 240 11 >239 180 8 n/a n/a 9-11 441 360 PLATES GRIP UT20 244/190 Weight: 124 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc punins, 6-7,13-14: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 8-12 REACTIONS. (Ib/size) 2=973/0-7-10, 8=998/0-2-12 Ntax Horz 2=322(LC 12) Max Uplift 2= 68(LC 12) Max Gray 2=1054(LC 20). 8=1167(LC 2) FORCES. (Ib) - Max. ComplMax Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-132510, 3-5-1128/161. 5-6=-512/682, 6-7=-5731742 BOT CHORD 2-11= 176/1099, 9-11=-176/1099, 8-9-174/1094 WEBS 3-11-21/370, 5-12=-1723/725, 9-12=0/1455, 6-12=-628!/32, 7-12=-664/595, B-12=-2064/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15f ; Cat. 11; E1gi C; End., GCp11=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5.0-0, Intedor(1) 5-0-0 to 14-8-13, Extedor(2) 14-8-13 to 18-7-6 zone; cantilever left and right exposed;C-C far members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.011, AC unit load placed on the bottom chord, 11-1-14 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 1 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 [it between the bottom chord and any other members. 7) Ceiling dead load (5,0 psf) on member(s). 3-5, 5-12 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 9) Provide mechanical connection (by others) of truss to bearing plate at )olnt(s) 8. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68111 uplift atjolnt 2. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6864 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNING -Varrrydedgnpammefem Sad READ NOTES ON TUXANOWCLUDEOMn KREFERANCEPAGEMR74"Jm.. IND.ilN15BEFOREUSE Dedgn Vaud for use only Win MIIekYJ crontactois, %a das gn 6 based only upon parameters shown. and Is for an Ind laud building component, nai � a inns system. Befgre use, the building designer must Verify the appllcabilBy, of design Parameters and properly Incorporate iMs design Into the overall far. members only. A cgli alfemp mrycndpennaraniWa ng MiTek' brAclingde.4gn. &acing indicated bI.preventbuckling oflntllvidualweb and/or chord is always recurred tar stability and to prevent collapse wiln po io personal Injury and Property damage. For general guldaae fegarding the fabrkolbn, stwage,delivery. erection arxi bracing of trusses and irusi systems WeANSM11 Oua0y Criteria, Dir"r and SCSI Butding Comrsaronf 69N Parke Easi Blvd. SaM1lyWonnallomvaDade from Truss Rate InsilMe, 218 N. Lee Street - Suite 312, AJexoncela. VA 22314. Tarrya. FL 33610 Job Truss Truss Type Ory Ply T15399519 1581574-PSLP-VELARDO D03 Common 1 1 Job Reference o Donal Builders FirstSource, Fort Piece, FL 34945 8.220 a Oct 62018 MITek Industries, Inc. TUB UCt 23 12:07.21 2018 4. _ Scale=1:45.2 6.00 r12 3x6 ir, 2x4 II '"" - 3xli 11 Axe = LOADING (psf) 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 Incr YES Code FBC20177rP12014 CSI. TO 0.60 BC 0.80 WB 0.80 Matrix-SH DEFL. in Vert(LL) 0.42 Vert(CT) -0.92 Horz(CT) 0.01 Attic -0.20 (too) Well Ud 2-11 >523 240 11 >239 180 8 Iva n/a 9-11 441 360 PLATES GRIP MT20 2441190 Weight: 120 lb FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc pudins, 6-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid telling directly applied or 8-2-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-12 REACTIONS. (Ip/slze) 2=973/0-7-10, 8=998fO-2-12 Max Horz 2=322(LC 12) Max Uplift 2=-68(LC 12) Max Gmv 2=1054(LC 20). 8=1167(LC 2) FORCES. 01b) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1325/0, 3-5=-1128/161. 5-6= 512/682, 6-7= 573742 BOT CHORD 2-11=-176/1099, 9-11=-176/1099, 8-9= 174/1094 WEBS 3-11=-21/370, 5-12=-1723l725, 9-12=0/1455, 6-12=-628l732, 7-12= 664/595, 8-12=-2064/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Inledor(1) 5-0-0 to 14-8-13. Exdedor(2) 14-8-13 to 18-7-6 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 1 3) 400.01b AC unitload placed on the bottom chord, 11-1-14 from left end, supported at two points, 2-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 part on member(s). 3-5. 5-12 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 per) applied only to room. 9-11 8) Provide mecuarIlcal connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68lb uplift at joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: October 23,2018 O WARNING-Vedydeslgn paramerercand READ NOTESON MMANDINDLUDW UfFEKREFERANOEPAGEMb74Yl rev. 10011115 BEFORE USE R' Design valitl (or use oNY with MlTe0connectors. TNsdesign is based only upon parameters Mown. and Is foran IndIvWUG WYtllnd comUoneht.twl w` a truss system. 9efo)e use, the building designer mast very the appllcabirly of tlesign parameters and IxoInerly Incorporate Ihb design Into the overall bulltlingdedgn.BrmhglydicatedlstopreventWcklingofOMMdualtmmwebantl/orchordmembersoNy. Adationaltemporaryantlpeimanentbraclrc, MiTek' is always required for stadllry arM to prevent collapse Win possmle Personal Injury oral Popery damage. For general guidance regarding the fabik;atlon, storage, delivery, erection aM bracing of misses and huss systems. smANSM11 Quality Crgerki, DSed9 and BW Binding Component 6904 Parke East BN& Tampa, FL 33610 SaNtyfnbrmallwnvdlade from Tna Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. T15399520 D04 Hip 1 it 4a6 = 511bars bi P= 4x6= 7.10 = 3x6 i 4x6 = Scale = 1:40.6 LOADING (psi) I TOLL 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 FBC2017/TP12014 CSI. TC 0.69 BC 0.74 WB 0.93 Matnx-SH DEFL. in (loc) I/dell Ud Ven(LL) 0.43 2-12 >513 24do Vert(CT) -0.91 12 >241 180 Horz(CT) 0.01 9 n/a We Attic-0.2010-12 441 360 PLATES GRIP MT20 2441190 Weight: 1171b FT=20%. LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or4-10-1 oc puffins. 1-5: 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-9 JOINTS i Brace at JI(s): 13 REACTIONS. ob/size) 2=981/0-7-10, 9=1022/0-2-12 Max Horz 2=308(LC 12) Max Uplift 2= 60(LC 12) Max Grav 2=1054(LC 2). 9=1191(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1343/0, 3.4- 1144/205, 4-5=-437/442, 5.6=-433/538, 6-7= 442/501, 7-8=-10061196, 8-9=-16441307 BOT CHORD 2-12=-220/1088, 10-12-220/1088 WEBS 3-12=-22/449, 4-14=-1622/690, 13-14=-1613/745, 13-15=-1613(745, 7-15=-1593/686, 10-13- 265/482, 5-14- 71/312, 6-15- 202/332, 8-10-386/1925 NOTES- 1) Unbalanced roof live loads have been considered for [his design. 2) Wind: ASCE 7210; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.0psf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0. Intenor(1) 5-0-0 to 13-2-0, Extedor(2)13-2-0 to 18-7-6 zone; canlllever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) 400.0Ib AC unit load placed on the bottom chord, 11-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psi) on member(s). 3-4, 4-14, 13-14, 13-15, 7-15 9) Bottom chord live load (40.0 psi) and additional bottom chord dead load (5.0 psi) applied only to room. 10-12 10) Provide mechanical connection (by others) of truss to beating plate at joint(s) 9. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6011b uplift at joint 2. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: October 23,2018 Q WARNING-VeAydWSnpamarotersend READ NOTES ON MISANDMCLUDEDMI KREFERANCEPAGEM 74T3tay. 10031aDISBEFOREUSE. Design vend for use only w0h MBokgs conrva:tors. INsdesign Is based oNyupan parameters shown. and Is for an Individual Wading component not a truss system. Befdre use. the Wilding desIgnef must verify the applica6alty, of design parameters and properly Incorporate this down Into the oVerall Wllahgcossm. Wachgindbatedisfoprevent bucklingofindrAdualtruss web aril/or Chord members only. AddbonaltemporoWandpennanentbracing MiTek' 6 always regWred for possible personal hNrvand pfapadydamo(ta. Fw generd OWdmce regarc➢rg the fabdcatkat storage. d IWW.. erecaon and bxacltg of tmssesand M1unsystems. seeANSr/il'li OuaRy Gfub, DSB-0San B=BuSCerg Compononf 6904 Parke East BNd. SafatybbtmalbmvdlaWe from buss Rate InsaMe. 218 N. Lee Sheet Suite 312. Nexaeda, VA22314. Terry., FL 33610 Job Truss T"u Truss Type Wry Ply T15399521 1581574-PSLP-VELARDO Common 1 1 Job Reference o banal a Dann t uunaef6 FlrslSource, Pori Piece. FL 34945 o.mv o....n � oa a.....-...... ...... ..... ..... �...�.-..... ID:5HUNabsIIc4usFwXvJBVH WyOZgM' G,&YD6Dcnt9vOu,BOkrKMhOFEgC[toIuS_gYxodyOXio -1-0-0 541-4 7-6-3 8.6-0 9-7.0 NO.-," 11-7-13 13-2-12 18-9-2 1-0.0 5-11-0 1-6-15 0-11-13 1-1-0 1-1-0 0-11-13 1-6-15 5-6-6 3x6 = Scale=1:33.2 5 315 - 3x6 = 4 6 6.00 12 2x4 II 14 2x4 II 7 3 13 5 12 8 2 �1 to e 11 16 17 10 9 ST1.5x8STP= 2x411 54 2x411 3x8 3x8 G 5-11-4 13.2-12 189-2 5.11.4 73-8 5-6-6 Plate Offsets(XY)-- 12'0-2-100-1-81 f5:0-3-OEdgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.25 9-11 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.60 9-11 >369 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.08 9-11 1040 360 Weight: 89lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD SOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. Qb/size) 8=95210-2-8, 2=1022/0-7-10 Mi x Horz 2=108(LC 16) Max Uplift 2= 33(LC 12) Max Gray 8=1082(LC 2), 2=1133(LC 2) FORCES. Qb) - Max Comp fMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23=-1919/124, 3-4=-1501/284, 4-5=37/1237, 5-6_ 15/1237, 6-7= 1501/307, 7-8=-1937/156 BOT CHORD 2-11=-4/1579, 9-11=-0/1579, 8-9=-4/1579 WEBS 4i6=2962/364, 7-9=0/786, 3-11=Of754 Structural wood sheathing directly applied or 2-2-0 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=4.2psf; BCDL=5.Opsh h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exlenor(2) -1-0-0 to 5-0-0. Interior(l) 5-0-0 to 9-7-0, Extenor(2) 9-7-0 to 15-7-0, Intedor(t ) 15-7-0 to 18-7-14 zone; cantilever left and tight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) 400.011, AC unit load placed on the bottom chord, 9-7-0 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 nonconcurrenl 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 psq on member(s). 3-4. 6-7. 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING-Vedtydeelgnparamutoreaad NEADNOTES ON TNISANOINCLUDEOMMEKBEFENANCE PAGE UX747ar4x. f0N IXIISBEFORE USE. *� Design Wild for use, oNyvdih Mireksconeactoss. lNsdeslgn 6basetl oniyupon parometersshown cad is for M individual Wilding component not a truss system. Before urea. the W iding designer must verify the appilcobNly of design parameters and propedy Incorporate fhb design Into the overall ■•�Y�t W idingelesign.&acing Indicated is to prevent Wcklinp of Individual lnsssweb ar,d/or chord members only. Addllfonaltemporaryandpermanentbrocing MiTek' Is always required for slablldry and to prevent collapse wnh possole personal hjey and properly dame. For general gWtlance regarding The faterk allon storage, delivery, erection oral bracing of trusses and lnsss systems, WeANSMIt 9varfly Crife e , DS"F and JIC5l fWSdTO Componenf 6904 Perks Eest BNd. safety Woanntlotnvoaoble from InSs Hale resahne. 218 N. Lee street. Site 312. Plexcedro. VA 22314. Te,rye, FL 321610 Job Truss Truss Type GN Ply T16399522 1581674-PSLP-VELARDO 006 Common 3 7 Job Reference (optional) tlulleers HrstSource, 1­011'1006, FL J4e4a 31 3.6 = 4 6.00 12 2x4 If � 3 2 a e 17 16 ST1.5x8 STP= 2x4 11 3xe G 3x5 = 5 3x6 = 6 14 2x4 If - 7 17 10 9 5x6 _ 2x4 II 15 Scale=1:33.5 8 ST1.Sxe S1 3xe = Ig LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.26 9-11 >850 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.61 9-11 >364 180 BCLL 0.0 ' Rep Stress Incr YES We 0.53 HDR(CT) 0.02 8 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Attic -0.08 9-11 1035 360 Weight: 90 lb FT=20% LUMBER- 1 BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 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) 8=954/0-7-8, 2=1028/0-7-10 Max Horz 2=108(LC 16) Mau Uplift 2=-33(LC 12) Max Gmv 8=1082(LC 2). 2=1140(LC 2) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3- 1940/128, 3-4= 1517/286, 4-5=42/1258, 5-6=-20/1258, 6-7=-1516/309, 7-8=-1947/160 BOT CHORD 2-11=-7/1597, 9-11=-7/1597, 8.9=-7/1597 WEBS 4''f 6=3003/371, 7-9=Of775, 3-11=0/763 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.Opst1 h=151t Cat II; Exp C; Encl., GCpf=0.18: MWFRS (envelope) and C-C Exledor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 9-7-0, Exterior(2) 9-7-0 to 15-7-0, Interior(1) 15-7-0 to 18-9-4 zone; Cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOLU1.60 platagrip DOU7.60 3) 400.01b AC unit load placed on the bottom chord, 9-7-0 from left end, supported at two points, 2-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has, been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4.6 7) Bottom chord live load (40.0 psi) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331b uplift at joint 2. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 23,2018 AWARNING -varlydeslgnparametersandREAONOTES ONTNISAND INCLUDED MREKREFERANCEPAGEW74Tarev.fa9a/201SBEFOREUoSE wt Design valid for Usq oNy with MIieIRI connectors.INs tlesl0n Is hosed oMy upon pamrneters shown, antl Is /or ar Ndlvttlud WAtlIrx1 aompnenref o a truss system. Before use. the bulltling tleugner must venry the appllcaNllly of tleslgn parameters antl progeny Incorporate IDk design into the overall buudng dedgn. Bachghdk-aletl is to prevent Wckilrxl of lntllvWua tmssweb and/or ctertl members orAy. Atltlinonai temporaryond permanent Gaclrxl MiTek' 6 always requlretl fw stobam/ and to prevent collopse with possANe perswel tr�pay antl property damage. For general guldasce rega(dlrg the labrkalbn.storage. tlelN¢ry, erection and bating of busses ontl buss systemz s¢eANSU(pN OwISy LYdeM, O5ad9 osM lCS/Eu/Ohy Component 6904PoEosl6Nd. Salefyfnlonnptlomvdlabe hom ims %ate IrvsaNte, 216 N. Lee sheet, SHe 312. Plexandda. VA 22314. Tertge, R. FL 33610 Job Truss Truss Type aty Ply T16399523 1581574-PSLP.VELARDO D07 J Common 2 1 Job Reference o banal nrsraour�, . LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.26 10-12 >846 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.61 10-12 >362 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Attic -0.08 10-12 1031 360 Weight: 921b FT=209. LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 Ste No.3 REACTIONS. (lb(size) 2=1030/0-7-10, 8=1030/0-7-10 Max Horz 2= 104(LC 10) Max Uplift 2=32(LC 12), 8= 32(LC 13) Max Grav 2=1143(LC 2). 8=1143(LC 2) FORCES. (Ib) - Max ComplMax. Ten. - All forces 250 (Ib) Or less except when shown. TOP CHORD 23=1947/123, 3-4=-1522/269, 4-5--Wl265, 5.6=0/1265, 6-7= 1522Y269, 7-8= 1947/124 BOT CHORD 2-12-0/1614, 10-12=0/1614, 8-10=0/1614 WEBS 4.6=-3018/274, 7-10-0A67, 3-12=0/767 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 Exterior(2) -1-0-0 to 5-0-0, Intedor(1) 5.0-0 to 9-7-0, Extedor(2) 9-7-0 to 15-7-0. Interior(1) 15-7-0 to 20.2-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 platogrip DOL=1.60 3) 400.0I10 AC unit load placed on the bottom chord, 9-7-0 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psq on member(s). 3-4, 6-7. 4-6 7) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of Imss to bearing plate capable of withstanding 32lb uplift at Joint 2 and 32 lb uplift at joint 8. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parka East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNING- Verhydoegnparrmer...d READNOTES ON TNIS AND INCLUDED MgEKREFERANCEPAGEMtr7473fex. 10413QOMBEFORE USE Design va11d for Use only wish Mliekfs cannectots. ibis design is based ONy upon polameters shown. and Is jot an Int lAdUal W11ding COMPonent. not a truss system. Before use, the Wlldng dedg,xx must vole the o,eplicabl ity of design Parameters and! poperly Incorporate this design Into the overall AtltllllonaltempororyantlpelmanenibraclrD7 MiTek' bufidlrgdeslgn. &achgtndk edlsfopreventbuckllWofindlvMwlh ms band/orCMfdmemWrsoNy. Is always iacdred for stablllly and to prevent collapse wilh possMe personal Injury and pfoperty damage. For general gWdance mgardlrg the fabrk;atlon. storage, delteery. erection and Macig of cusses and Unss systems seeANSUMII Cually Cfaerb,DSB-09 and BCM Building Component 6904 Parke East BNd. SaNfyfnfgnnatbrnv<LIaI>fe from Trues Role initliute. 218 N. Lee Mem. 9tte 312. AlexondkL VA22314. Tanya. FL 33610 Job Truss Truss Type PIY T15399524 1581574-PSLP-VELARDO D08 Common Supported Gable �.Qty 1 1 Job Reference (optional) Builders FirslSource, Fort Piece, FL 34945 8.220 s Oct 62018 MiTek Industries, Inc. Tue Oct 23 3 4.6 = Scale = 1:34.1 3x4 = 18 17 16 15 14 13 12 Me - 516 = Ig 19-2-g Plate Offsets(XY)-- N&O-3-00-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 11 rl/r 120 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.14 Ven(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 10 rVa n/a BCDL 10.0 Code F602017/rP12014 Matrix-SH Weight: 94111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rlgld telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-2-0. (Ib) - Max Horz 2=104(LO 11) Max Uplift All uplift 100111 or less at joint(s) 2, 16, 17, 14, 13, 10 except 18=-148(LC 12), 12= 148(LC 13)- Max Grav All reactions 250 lb or less at Jolnt(s) 2, 15, 16, 17, 14, 13, 10 except 18=255(LC 23), 12=255(LC 24) FORCES. qb) - Max. Compr Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-65Y269, 5-6_ 99/359, 6-7= 99/365, 7-8=-65/275 WEBS 5-16=-122/309, 4-17=-81/264, 3-18=-176/455, 7-14= 122(3O9,8-13=-81/264, 9-12=-176/455 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=4.2psC BCDL=5.Opsh h=151t; Cat. II; Exio C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0. Extedor(2) 5-0-0 to 9-7-0. Comer(3) 9-7-0 to 15-7-0. Extedor(2) 15-7-0 to 20-2-0 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) Truss designedlfor wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires Continuous bottom chord bearing. 6) Gable studs spaced at 2-M Go. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl 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 100 Ib uplift at Jolnt(s) 2, 16, 17, 14, 13, 10 except QtdbJ 18=148, 12=148. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING- Verily design parameters and REAONOTES ON THISAMO INCLUDED MITEKREFERANOEPAGEMU-7470rex. laTY2015BEFOREUSE peslgn valid for usEi oNy wlih Mnek®conneclon.8ilsdeslgn h hasetl oNy upon parameters shown, ontl B lot an NdlNtluol twatllrig componem, not a Buss system. before use. the bueding designer must verify the appilcablllry of tleslgn parameters and propedy Ncoryaate iris design Into the overall hussweb Atldlliolwl fempomry and pelmareni bracing MiTek' bulltling design &pcing Ind dis to pevem buckllrg of lndlvMual antl/or chord members ortly. e 19 rear't tadliy andt 1p1 venicoilapse wah possbe personal lnlury orM property damage. For general gWtlance regoitatlg the Itad, hall, labrkalbn storsce, do riv erection aixl Lxacicg of inrsses and true systems, speAIY51/IPII Crmlfy CdNtb, BSBdp and BIX29uHd(ny Component 6904 Parke East Bbd. sobtV 2nlemfORort4vdlade ham Ines Rate InsllMe, 218 N. Lee Street. Sire 312 PlexarvJda, VA 22314. Terge, FL 33810 Job Truss Truss Type Gry Ply T15399525 15BI574-PSLP-VELAFID0 EJ2 Jack -Open 1 1 Job Reference o tional ttunaers rlrslsource, ran Ylece, rL'J4a4D 2x4 = 4 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (Ioc) I/detl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -MO 3 rda Na BCDL 10.0 Code FBC2017fTP12014 Matrix-P LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. All bearings Mechanical except Qt=length) 2=1-9-0, 4=1-9-0. (Ib) - Max Horz 2=63(LC 12) Max Uplift All uplift 100 Ib or less al jolnt(s) 3, 2 Max Gmv All reactions 250 lb or legs al jolnt(s) 3, 3, 2, 4 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:8.9 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 cc purling. BOT CHORD 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=5.OpsQ h=15f1; Oat. IC Exp C; Encl., GCpi=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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to Inks connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 QWARNING-Vedlyfleslgnparemerersand READ NOTES ON THIS AND INCLUDEDIAMEKREFERANCEPAGEMBLUM.v. iQAxYTOISBEFORE USE ■ Design VcIdiotuse,miywiih MnekScomachss. unsdeslgn h basacimiy upon palametemisnown,and Is form lydlvlGral Wading component. rat a Iruss system. Before mg. fine Wlltllrlg designer must verify the applicability of cosign parameters and property Incorporate thisdesign Into the overall i��■ buadlgdedgn. Bracing Indicated Is to prevent buckling oflndlviduallass web and/or chord membersony. Adclllonaltemporarymcpelmarentbradng MiTek' Is always required for stoically and to prevent collapse Win posa le personal thfuiy and properly carnage. For general guidmce regarctrg like fabrication. storage. delivery. erectbn ant bracing of trusses and ims systems, weANSVIPII chorally, CrRerls, DS"9 and BCS/euMNg Component 6904 Parke East Blvd. Safety lnfmmetbnavarable from Trips Rate InsaMe. 218 N. Lee Street. Suite 312. Nexandilo. VA 22314. Tanya, FL 33610 Job Truss Truss Type r C" Ply T15399526 1591574-PSLP-VELARDo EJ5 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x4 = STl.5xa STP= 8220 a Ocr a aura MI I e5 inuusnies, Inc. me Oct 23 ,ew:ae 2018 rage , ID:5H UNobel Ig4usFwXvJBvH W yOZgM-5onGUAINNjv38peA46RmwfVJyd PcCbOKM17FOGyOXii C(T 0 Scale =1:192 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. In (too) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(L-) -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 We 0.00 HOrz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18lb FT=20°5 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=115/Mechanica1, 2=252/0-7-10, 4=46/Mechanical Mex Harz 2=142(LC 12) Max Uplift 3=-122(LC 12), 2=-85(LC 12) Max Great 3=115(LC 1),2=252(LC 1), 4=92(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Smuctuml wood sheathing directly applied or 5-0-0 oc purlins. 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=5.0pst; h=151C Cat. II; Exp C; Encl., GCp1=0.1 B; MW FRS (envelope) and C-C Exledor(2) zone; cantilever leg and right ellposed ;C.0 for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between )he bottom chord and any other members. 4) Refer to girders) for muss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 2 except (jt=lb) 3=122. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING-Vedlxdaslgn pardmerersand NEADNOTES ON THIS AND INCLUDED MIFEKNEFENANCEPAGEM1P7473mv. 104040159EFOHEUSE �� Dedrtnvallda"u only wlM Mnek9 conhel.Nas. This tledgn is based only upon parame}es shown, antl is form krtllvlGwl WOtlllrg component.not a buss system. Before use, tt» Wlltling designer must veafy the appllcaW Ity of tleDgn parameters antl progeny Incoryorate Ihls tlesign Into ttre overall WiIOlrga.crl FYackiglnrllcatedlstoprevenlWcklingofintllviduaihuswebarM/orcfartlmembersoNy.Atldlllorwltemporaryantlpetmanenibracing MiTek' R always reRuaetl for stability and to pevent cdlopse w0h possaxe personal hlury and Ixoperty tlamo9e. For generd guldasce re9onarg the fabka",storage, tlelivery, erection attl bracarg of kussesartl bus systems. seeANSI/IPII Gua/ey CrDaM, 059-0p anCBCSI BugdNg Component 6904 Parke East Blvd. sarptylnfoneafbnavdladeham truss Fla1e In511Nte, 218 N. Lee sfreel. state 312, AlexarvYda VA 22314. Tarnp%FL 33610 Job Truss Truss Type Ay Ply T15399527 1581574-PSLP-VELARDO EJ6 Jack -Open 1 1 Job Reference o tional Builders FirslSource, Fort Piece, FL 34945 U.LLU 6 Vcr a zua 5 fat ex mausmes, Inc. I us vcl za rz:urzu zo i e Page ID:SHUNobellg4usFwXvJBvH WyOZgM-5onGUAINNjv38peA46RmwfVHGdMcCbOKMl1FOGyOXii -1-0-0 6.4.0 �1.0-0 6.4.0 - - Scale = 1:22.8 3x4 = ST1.Sx8 STP= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.08 2-4 >948 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.15 2-4 >474 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix-P Weight: 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOTCHORD 2x4SPNo.2 REACTIONS. Qb/size) 3=153/Mechanlcal, 2=299/0-7-10, 4=60/Mechanlcal Max Harz 2=175(11C 12) Max Uplift 3= 159(LC 12), 2— 96(LC 12) Max Gray 3=153(LC 1). 2=299(LC 1), 4=119(LC 3) FORCES. (lb) - 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 no purlins. BOT CHORD Rigid calling 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=15ft; Cat. It; E1ga C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0.0, Interior(1) 5-0-0 to 63-4 zone; cantilever left and right exposed ;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate gdp 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 truss has lbeen 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 too Ito uplift at joint(s) 2 except at=lb) 3=159. Joaquin Velez PE Na.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNWG-Verfrydedgnpa. em.nd REAONOTES ON MISAND INCLUDED MgEKREFERANCEPAOEARIMMm¢ 10N.LZ015 BEFORE USE Design valid for use'only Nalek®8 connectors. this design based parameters and Upon paraetshown, and is for on Insevidual blsltderg component.not with a Truss system, Before use, the buldng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �w ■` bulldlnftdedgn. Bracing Indicated Is to prevent bucklingoflndlviduallrusweband/or chord members only. Addliolwltempwaryandloermamntbraolrg MiTek' Is always ie tubed for stability, and to prevent collapse wlih possible llorsonal lnlury and property dumps. For general guldance regardng the fabncation, store e. delivery, erection and bracing of ten es and tvs systems, see li ayryli GuaRy Cri DS949 and 8= Building Component 6904 Perks Eest Blvd. Sef rtyi nfoanafbmrvdlabte from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Terry., FL 33610 Job Tmss Truss Type Ary Ply T15399528 1581574-PSLP-VELARDO EJ7 Jack -Open 25 7 Job Reference (optional) bulleers rustsource, Far Flece, FL J4a4b W1u O.LCVJVI:I O LVIU I'll lea IIUUJZ, n"., r"aee, ID:5HUNobellg4usFWXVJBvHWyOZgM-Z_LehWJ?801wmzDMepy7Tt2Pnl eKx2gUbPloYjyOXih 3xB = 4 ST1.5xe STP = LOADING (pat) SPACING- 2.0.0 CS1. DEFL. in floc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(LL) 0.15 2-4 >534 240 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.19 2-4 >424 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. Ob/size) 3=159/Mechanical, 2=323/0-7-10, 4=78/Mechanical Max Horz 2=191(LC 12) Max Uplift 3-151(LC 12), 2=-102(LC 12) Mex Gmv 3=159(LC 1), 2=323(LC 1), 4=122(LC 3) FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. Scale=1:24.8 PLATES GRIP MT20 244/190 Weight: 24lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(l) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for memb4m and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrenl 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 girler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) 3=151, 2=102. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert SSM 6904 Perko East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNING- VerKydaslgnpammetem and READ NOTES ON THIS AND INCLUDED NREKREFERANCE PAGEW7473 rev. 1IM2015 BEFORE USE DeslLm valid tIN usR drily w11h Mllelt® conrleclors.7Nstlesign k baled oNy Upon Varainelels shown, antl Is faan ardlNdUal WBtlY1g component, not afros system. Before use. the bulIdIng designer must V5 the appllcablllN oI tleslgn pammelers antl properly Ncorporats ruts design Into ire overall Belding design. &acinghWlcaletl is to bucklltg olintlMdual puss web arvl/orcMrd members oNy. Addlnorwlfemporary and pemlanent bracing -•Y�• MiTek' prevent h always reglired for siablllty and Io rxoveni collapse wtlh posdbie personal hlwy and propedy damcge. For general 9Wdmce regadlrlg tt>e 6904 Parka Eest Blvd. labrlcaibn sbrage. tlelNery, erection and broclrg of inlssesantl buss systems. seoANS(/rPNOaa@y CdreM, DSBItand BCSl Bufdhg CampOnen/ Safelyr eform mvail.We hom inas Bale InsaMe. 2" N. Lee sheet. Sdie 312. AexaMOa, VA 22314. TaWa, FL 33610 Job Tmss Oty Ply T75399529 1501674-PSLP-VELARD0 EJ21 �TrussTyiprr Jack -Open 1 1 �J.bRtefrerce(opfional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MITek Industries, Inc. Tue Oct 23 12:07:28 2018 Pagel ID:5HUNobellg4usFw%vJBvH WyOZgM-dcDuHgHlcPnCX14_W OwXNSzGeD79Te0B75FhUgyOXiJ -1-0-0 1-9- -a- 1.9-0 Scale =1:19.3 B 2x4 II 4 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.17 Verl(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Maldx-P Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 5=146/Mechanical, 3=29/Mechanical Mau Horz 3=58(LC 12) Max Uplift 5-93(1-C 12) Max Gmv 5=146(LC 1), 3=39(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5-126/327 Structural wood sheathing directly applied or 1-9-0 oc pudlns, 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=160mph (3-second gust) Vasd=124mph; 7CDL=4.2ps1; BCOL=5.0psh h=151t; Cat, II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exlerlor(2) zone; cantilever felt and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcumant with any other live loads. 4) ' This truss has been designed for a live load of 20Cpsf 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 glyder(s) for truss to loos connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100111 uplift at Joints) 5. 7) Gap between inside of top chord bearing and first diagonal or venlcal web shall not exceed 0.500m. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 A WARNING -VedtydeslgORarsmeten:end REAO NOTES ON THIS AND INCLUDED MNEKREFERANCEPAGEM 74larev. 10=201SBEFORE USE R Design valid tot U5el only wlh Milelde connectors. This design is based only upon nameless showh. and is for m ndlvldud building comUonent not w■ a truss system. Before use, into bulictral designer must verify the appllcaMily, of design Perometeis and proPeliy Incorporate IhR design Into the overall bading design. eater indicated is to prevent buckiing of individual buss web and/or chord members only. Additional temporary and Permanent bracing MiTek' IS dways rectulred for stoMlly, and to prevent collapse with Possble Personal Injury and property damage. For enerd gulda ce regarding me fobrkglim storage. delivery. erociton a bracing of husses Gird Tmss systems. soyANSUMIQuaMy CtBMo,USB-09 and SCSI Building Compmes,' 6204 Parke East BNd. So erfyfr,1dl1 rra1bmNclbMe from Ines Rate Institute. 218 N. Lee Street, 9.Me 312, Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type ' ary PIY T15399530 1581574PSLP-VELARDO EJ22 Jack -Open 1 1 Jab Reference o donal Builders FlrslSOurce. FM Piece, FL3494u 6.22v o wi o 2v;G iai e,. i„w=o,00 ..._ ..... ..--.- . - - . ID:5HUNobellg4usFwXvJBvHWyOZgM-dcDuHgHlcPnCXf4_W OwXNSZEjD58T8?B75FhUgyOXij 1-10-8 6.00 12 2x 3 2x4 11 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 4 >999 240 TCOL 7.0 Lumber DOL 1.25 BC 0.15 Ven(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.01 Horz(CT) -0.06 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. pb/size) 4=59/Mechanical, 2=59/Mechanical Max Horz 4=39(LC 12) Max Uplift 2-85(LC 12) Max GmV 4=60(LC 21), 2=59(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale =1:19.3 PLATES GRIP MT20 244/190 Weight: 13lb FT=20a/ Structural wood sheathing directly applied or 1-10-8 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 cc bracing. NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151C Cat. II; Exp C; Encl., GCpl=0.18; MPYFRS (envelope) and C-C Extedor(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas 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 girders) for buss to truss connections. 6) Provide mechanical connection (by others) of lnus to bearing plate capable of withstanding 1001b uplift at joint(s) 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke Emit Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNINO•Vernydadgnpammefersnnd READ NOTES ON TWO AND INCLUDED MREKREFERANCEPAGEMIFT4"mr 1049342015BEFORE USE Design volld lw uuwW oMy Wllh Mliel� c�,nrwctors.INs tle5gn a based oNy upon parameters shown, and is ton on 6-WMdud buFdlrq component trot :Ion sysfem. OefGe use. the bWicatxl deslgnef must vetlry the applicabelty of tleslgn parameters aril properly hcoiporafe Ihh tleslgn Into the overall bu0dlrg design. f9acNglntlkated is loprevent buckllne oflrWMtluot truss web arW/orcMrd members oNy. Atldltlonal temporary antl permanent bfcdl MITe�(• 5 always regau `.ratobllily arW to preyentcoilapse with Possble persarwl blury antl Property damago. For general guklonce regardirg the tcbrbalbn storage.delhearx.eclbnand tx_"oftrusesard Uuss systems, seeARSI/IP11 Cua@y CR�0d, 066-09 and BCSI Bu/dAsg Camponon/ 6904Pori-ke Ensl Blvd. addery rnrannafbmvdlodetrem tnns Pane Ire rare 2111. Les Street. SUIe 312. Plexarxlrla VA 22314. Tange, FL 33610 Job Tmss Truss Type ,Oly Ply T75399531 1581574-PSLP-VELARDO EJ77 Jack -Open 1 1 Job Reference (opflonalft Builders FirstSource, Fort Piece, FL 34945 822U a UM b 2U1 a MI I ex moustees. Inc. I ue Uct aJ 1Z:ut:Jl aUla rape 1 4x6 = S.I. = 1:23.2 ST1.5x8 STP = ax8 11 5 3.6 = ii LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.21 2-6 >383 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.20 2-6 >397 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.05 4 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 6-0-0 ore bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=35/Mechanical, 2=323/0-7-10, 5=202/Mechanical Max Horz 2=169(LC 12) Mix Upllft 4=-4(LC 8), 2=-112(LC 12), 5=-140(LC 12) Max Gmv 4=57(LC 3), 2=323(LC 1).5=202(LC 1) FORCES. (Ib) - Malt. CompJMax. Ten. -All forces 250 gla) or less except when shown. WEBS 3-6=-171/401 NOTES- 1) Unbalanced roof live loads have been considered for [his design. 2) Wind: ASCE 7-)0: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=1511; Cat. II; Exte C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-M, Interior(1) 5-0-0 to 6-0-0, Extedor(2) 6-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chop) live load nonconcu0ent with any other live loads. 5) ' This truss hasIbeen 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 100 lb uplift at joint(s) 4 except Qt=lb) 2=112, 5=140. Joaquin Velez PE No.68182 141Tek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 23,2018 ® WARNING -Verify design parameters and READ NO7ESONTNIS ANG MCLOOED MREKREFERANCE PAGEMLL7475rev. tNOJ/10159EFORE1196 Dedgn vailtl for uso,oNy with Mnek0 conneetors.lNs tleslgn k based oNy upon Parameters shown. arM Is for an ardMdual buatllrxl comporren, not a truss system. Before use, the bul1d re' designer must ve11 itre applicability of tleslgn parameters and properly Incoipotate this tleslgn IMo me overall bulltlirxl tles'on.&acln9 indlcato,lsto prevent Wckllrg of lntllvltlual truss web antl/orctwmmembera.Ny. Atltllliorwl temporary and permanembracing iwiTek' is al ways requlretl for stabllllyarM to pevenicollopse with poaaNe persorml k9uryoM txopedy tlomo9e. For generalgWtlance 'au oitllrg the faWkatbn, storage, c ll erection and bracing of Inrszsantl imssystems, seegNSlppli pua@y Crgarb, 01111 andaC51 BuId Component a904 Parke East BNtl. Safety WormalbTrvdlode seen Truss Rate Insllture. 218 N. Lee sheaf. Suite 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Aty Ply T15399532 1581574-PSLP-VELARDO EJ72 Half Hip Supported 1 1 Job Reference o nonal Builders FirstSourca, Fort Piece, FL 34945 a.22u s Oct a zeta Mlles lnausules, me. iue Get23 iz:0r3«018 roue 1 ID:5HUNobellg4usFwXvJBvH W yOZgM-VNTP6BKGgeHd?HNII E?TY17wxgTBPwl n2jEvdbyOXif -1-0-0 4-1-0 7.0-0 1.0-0 4-1-0 2.11-0 Scale =1:16A 4x6 = 20 11 2x4 11 4 5 6 3x4 = 2x4 II 2.4 II 2x4 II 2x4 II LOADING (pst) TOLL 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 YES Code FBC2017/rP12014 CSI. TC 0.21 BC 0.08 WB 0.14 Matrix-SH DEFL, in Vert(LL) 0.00 Ven(CT) 0.00 Horz(CT) -0.00 floc) Udell Ltd 1 n/r 120 1 n/r 120 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 33lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No-3 REACTIONS. All bearings 7-0-0, (I e) - MIalt Herz 2=121(LC 12) Max Uplift All uplift 100lb or less atjolnt(s) 7, 2, 8, 9 except 10= 120(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 10. 9 FORCES. (Ib) - Max. Comte Max. Ten. -All forces 250 (lb) or fens except when shown. WEBS 3-10=-174/463 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDLr4.2psf; BCDL=5.Opsf; h=15ft; Cat. IC Exp C; Encl.. GCpl=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 00. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 1001b uplift at joint(s) 7, 2, 8, 9 except at=lb) 10=120. 9) Beveled plate or shim required to provide full bearing surface with truss chord at jolnt(s) 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October23,2018 Q WARNING-Vedfydeslgnpar to®end REAONOM ON Mar AND MGLUGEOMNEKREFERANOEPAGE5MMMmh .. 1003420156EFOREUSE Design Valitl for usq only with Mgeka connectors. nJs tlesl0n 6 based oNy upon parametele shown, entl Is for rn hitlMtlual blfitling comporent not EF a buss system. Before use, the bulltling designer muss verify the appllcablllN of tleslgn parameters entl propedy Ncoiporate Ihls tleslgn Into the overall Wilding tlesign.&acNglrxikaletl is to Wc101rp of lrxiNitlual imsweb orid/or chord membelsoNy. Atltllaornl temporary and permanent braclrxl MiTek' prevent k always req�iretl for Mobility and to prevent collapse wish possible persorxil Injury and aOpeM damage. For general guidance regal9ng the fabrk-are storage. delivery etecllonaM braclnp of imssesard truss ryslems �eANS///pD COOIdy QReM, DS38VORCBC51lu7dNp Component 6904 Parke Ensr Blvd. Salelylnlortnolbmvmlade ham Fars Hale lntllNte. 218 N. Ise Sheel.5une 312. Plexantlrl¢VA22314. TaWa,FL 33610 Job Truss Truss Type Oty Ply T15399533 1581574-PSLP-VELARD0 GO1 Common Girder 1 2 Job Reference o tional Builders FustSource, Foil Piece, FL 34945 8.220 s Oct 62018 MlTek Industries, Inc. Tue Oct 2312:07:33 2018 Page 1 ID:5HUNobellg4usFwXVJBvHWyOZgM-_ZOnKKLURxPUd0yxJxW i4Vg4eEfA8GhwHNzS92yOXie -1-0-0 3-9-12 7-1.0 11-4-0 144 0 15-2-0 1-UO 3.9-12 3-3-4 3-3-0 3-9-12 1-0.0 4x6 = ST1.5x8 STP= 3x811 6.8= n�uzb 3xe 11 STf.5x8 STP= 3xe i HTU26 HTU26 3x8 11 HTU26 Scale = 1:29.0 to 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 FBC2017/TP12014 CSI. TC 0.28 BC 0.73 We 0.62 Matrix-SH DEFL. in Ven(LL) 0.07 Vert(CT) -0.11 Horz(CT) 0.03 poc) Udell Ud 8-9 >999 240 8-9 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 159 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2098/0-7-10,6=3780/0-7-10 Max Harz 2=80(LC 7) Max Uplift 2=-876(LC 8), 6=-1425(LC 9) FORCES. Qb) - Max. Comp./Max Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-3928/1609, 3-4=-3914/1659, 4-5= 3914/1659, 5-6= 5760/2213 BOT CHORD 2-10= 1418/3422, 9-10— 1418/3422, 8-9= 1882/5062, 6-8= 188215062 WEBS 4-9=-1366/3273, 5-9= 18371656, 5-8=-488/1681, 3-9=-291/283 NOTES- i 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vastl=124mph; TCOL=4.2psf; BCDL=S.Opsf; h=15iq 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 Muss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' 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 lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=876, 6=14251 8) Use Simpson Strong -Tie HTU26 (2090d Girder, 11-10dx1 112 Truss, Single Ply Girder) or equivalent at 13-0-12 from the left end to connect truss(e') to front face of bottom chord. 9) Use Simpson Strong-Tle HTU26 (20-10d Girder, 14-10dx1 112 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect tmss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0,12 from the left end to 11-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger Is in contact with lumber. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: October 23,2018 Job Truss Truss Type IAN ply T16399533 1681574-PSLP-VELARDO G01 Common Girder 1 2 Job Reference o tional Builders FuslSource, Fort Piece, FL 34945 ;,I z0 s Oct 6208 Mi ick industries, Inc. rue Oct e 12:07:33 zeta Paget I D:5HUNobellg4usFwXvJBvH W yOZgM-_ZOnKXLuWUdOyKJzWi4Vg4eEfASGhwH NzS92yOXie LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4= 54, 4-7— 54, 2-6=-20 Concentrated Loads (lb) Vert: 9=-1908(B) 11=-920(B)12=-922(B) 13— 985(F) A WARNING- Verlytlesignparameters end READ NOTES ON THIS AND INCLUDED MDEKREFERANCE PAGEOP74M rev. 1DD.T4'a15 BEFORE USE —7 Design wild for Ussk� only with Ivi connectors. this design Is based based only upon paameten showand is for an 6dhAdUal WHOM component, hot a truss system. act to use. the building designer must velfy the applicatelllty of design Parameters and pronely Incorporate Ihh design Into the overall bulldlnU deagn. Beading Irdlcated Is to prevent buckling of IndMdual Sun web and/or chord members only. Additional temporary and permanent beoing MiTek' 6 always required for stability and to prevent colbpse with Possible persorwl injury and property demons. For general guldonoe regarding the 6904 Parke East Blvd. fabri ation, storage. deliver, erection and }N bracing of Woos and Less systems. saeANSVfPII OYa@y ClBeda, DS049 and8CS1 BuBding Campo, , 1 Tampa, FL 33610 Safety 6lfonnalbrpvallade note lrus Rate Institute, 218 N. Lee Street. Sulte 312, Alexandla. VA 22314. Job Truss Truss Type 4)ry Ply T75399534 1681574-PSLP-VELARD0 G02 Common 1 1 Job Reference o tlonal Bu6ders Fuslsource, Ford Yleae, rL MlYlb 3 En4Ma 3 Scale=1:29.0 I� I 4x6 = 4X6 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud TCLL 20.0 Plate Chip DOL 1.25 TC 0.68 Vert(LL) 0.08 4-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.11 2-6 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.12 Horz(CT) 0.01 4 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 WEBS 2x4 SP No.3 REACTIONS. ob/size) 2=572/0-7-10, 4=572/0-7-10 Max Hom 2=-80(LC 10) Max Uplift 2= 212(LC 12), 4= 212(LC 13) FORCES, Qb) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-695/51213-4_ 695/512 BOT CHORD 2-6=-250/539, 4-6= 250/539 WEBS 3-6=15/320 PLATES GRIP MT20 244/190 Weight: 531b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-j10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf, h=1511; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5.0-0, Intedor(1) 5-0-0 to 7-1-0, Extedor(2) 7-1-0 to 13-1-0, Intefior(1) 13-1-0 to 15-2-0 zone; Cantilever left and fight exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurient With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of loos to bearing plate capable of Withstanding 1001b uplift at )olm(s) except 01=1b) 2=212, 4=212. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6004 Parke East Blvd. Tampa FL 33810 Date: October 23,2018 Q WARNING- Vedfydeslgnp..t.m antl READNarE oNMN AND INCLUDED UMFKREFERANCEPAGEMO-7473mv. 10413120159EFORE USE Design valid for Us(+only With MftL. conhectors. This design is based only upon parameters shown. and is for an Individual buNdng componsht not designer the appllcabYlly ofclegrin and Velocity Incorporate this design Into the overall a buss system.9ef fuse, the bWdng must verily pammetess bWldingdesign.@acIngIndicatedIstopreventbucklingofIndNltlualhumwebantl/or chord membersoniy. AddlloswltemporaryandWmanenibracit MiTek' Is always toculred for stablllty and to prevent collapse wlth possible personal hlury and poperty damage. For general guidance regardng the fabrication. storage, delivery. efeclon and bradW of trusses and truss syMemS, scoANSUD,11 OYCIRy eraom, DS949 and Best Baedh0 eampononr Eahly9dmmalbmvallssNe from Irnm Rate Institute, 218 N. Lee Sheet. Sulte 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tenure, FL 33610 Job Truss Truss Type PlyT75399535 1581574-PSLP-VELARDO G03 Common Supported Gable ry 1 Job Reference o Donal Builders FirstSoume, Fort Piece, FL 34945 ls2 USUCI b2U1BMIleKmausmes.mc. rue U0rz:11z:u1:39zulU 4x6 = 3x4 = 14 13 12 11 le 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (ioc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.00 8 Nr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ven(CT) 0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 e Na n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-SH Scale = 1:26.6 PLATES GRIP MT20 244/190 Weight: 64 lb FT=20% LUMBER- I BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP NO.3 REACTIONS. All bearings 14-2-0. (Ib) - Max Harz 2- 80(LC 10) Max Uplift All uplift 1001b or less al joint(s) 2, 8, 13. 11 except 14= 125(LC 12), 10-125(LC 13) Max Grav All reactions 2501b or less at joint(s) 2, 8,12, 13. 14, 11. 10 FORCES. (Ib) - Max. CompJMax- Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 4-5=-79/303, 5-6=-79/310 WEBS 4-13_ 1021287, 3-14=-151/420, 6-11-102/287, 7-10-151/420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-1-0, Exterior(2) 5-1-0 to 7-1-0, Comer(3) 7-1-0 to 13-1-0. Exterior(2) 13-1-0 to 15-2-0 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Truss designed for vend 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 ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-" Go. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconCUment 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 beading plate capable of Withstanding 100111 uplift at joint(s) 2, 8, 13. 11 except Gt=lb) 14=125, h0=125. 10) Beveled plate ior shlm required to provide full beating surface Wlth truss chord atjolnt(s) 2. �m o Joaquin Velot PE No-68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: October 23,2018 ,&WARNING- Venrrydealgnparemeteraand BEAD NOTES ON MIS AND INCLUDED MTTEKREFERANCE PAGE MI47473reV. 1aN3Q1115BEFOREUSE. Design volid tot use ontyWitt MIIekz connectoR. This desIgn Is based only Upon parametersGrown, and Is for on aWMdual Watling component, not a truss system. Before use, the Wlldng designer must vedfy the applicability of design parameters antl properly Incorporate Ihb design Inca the overall bucking ond/or chord members only. Addltlonaltemporarymdpermanentbracing M!Tek' buIldIngdealm. Bracing Indicated Is to prevent ofindMtlualeussweb Is always required for stablily anal to prevent collapse with posvlble Personnel lntury and mopedy damage. For general guldmce regarding the fabrication,storage,delivery, erection and bracing of trusses and Latersystems. socAM9Diplt Oua@y CrBedDSB49 and SCSI Building Component East 6904 Parke East Blvd.o, SONIy lnfonna6binvdlabte from Truss Plate Institute. 216 N. Lee dle Siraef. Si312. Alexandria, VA 22314.33610 Tampa,rk Job Truss Truss Type I At' Ply T15399536 1581574-PSLP.VEL'ARDO HJ5 Diagonal Hip Girder 1 1 Job Reference o clonal Builders FirstSource, Fort Piece, FL 34945 3x4 = 8.220 s Oct 62018 MiTek Industries, Inc. TUB Oct 23 12:07:35 2018 Page l ID:5HUNobellg4usFwXvJBvHWyOZgM-wy8XlDN8yZfCsk6KRMYAAwILf2PLclvDkhSZEwyQ) is LOADING (pst) SPACING- 2-0-0 CS1. DEFL_ in pot) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.63 Vart(LL) -0.08 2-4 >971 240 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 2-4 >468 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 _ Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=153/Mechanica1, 2=315/0-10-7, 4=72/Mechanlcal Max Horz 2=157(LC 4) Max Uplift 3=-126(LC 8), 2=-131(LC 4) Max Gmv 3=153(LC 1), 2=315(LC 1), 4=116(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tortes 250 (lb) orless except when shown. Scale =1:17S PLATES GRIP MT20 244/190 Weight: 24111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD Rigid celling 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=15f1; Cal. 11; Exp C; Encl., GCpl=0.18; MWFRS (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 psf bottom chord live load nonconcumard with any other [Iva 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 vide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100111 uplift at joint(s) except (t=1b) 3=126, 2=131. 6)'NAILED' indicates 3-1Od (0.148'x3') or 2-12d (0. 1 4WX3.25') toe -nails per NDS guidlines. 7) In the LOAD CABE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 2-4= 20 Concentrated Loads (lb) Vert: 5c44(F=22, B=22) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 23,201 S ,&WARNING- Vedly Oeslgnperemefem: dREAD NOTES ON THISAND INCLUDED AMFKREFERANCE PAGEMIFTIM WE ID/U31eI5eEFOREUSE. oeden valkf for use oNy wAtn MneKa cronneclors. iNs design 5 based oNy Upon parameters shown. and is (or an IndMdual WYtllrg component, hot w` a truss sysrem.8efore use, the buIdIng desgner roust verity If W anPllcabsliy or design parameters and properly Incorporafe ih6 dosign Into the pverall building design. �pchg lndicated is to prevent Wckling ollrWNltlual truss web.4. -hortl membels oNy. Atlo111onal temporary and permanent bracing MiTek' Is always requ" cf fofslablliry and to preventcollapsewith possBNo persona, Inlury arvJ properly damage. For general guldmce regarding the fab4calbry storage, delivery, erecllon and Uraclrxl of Imssesand Imss systems. seeANSI/rpN OrmlQy Ctlredo, OSRd9 and BCSf auMaAg Companalf 6904 Parke East aNtl. SGNty Wonnafbmvdloble soT. Role InOrrus 2" N. Lee sheer, W .312.1 .. W4a. VA Y2314. Tairya, FL 33610 Job Truss Truss Type • Aly PIY T75399537 1581674-PSLP-VCLARDO HJ6 Diagonal Hip Girder 1 1 Job Reference o Gonal Builders FirstSource, Fort Piece, FL 34945 a.2u s uct bLula MIIel( Inausele5, Inc. us uc[as 1a:u/:ao2ula rages :wXvJBvH W yOZgM-OBiwyZNmjsn3UuhW _43PieIZORmFLihMzLC7mMyOXib 3xa = NAILED NAILED4. NAILED 3x4 = NAILED 4-7-15 4-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In Qoc) Udefl Vd PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.02 6-7 >999 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 38lb LUMBER - TOP CHORD 2xI4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb1size) 4=130/Mechanica1, 2=402/0-10-7, 6=262/MechanlmI Max Horz 2=190(LC 4) Max Uplift 4= 145(LC 4), 2=-170(LC 4), 6_ 91(LC 8) Max Gmv 4=130(LC 1). 2=402(LC 1). 6=263(LC 3) FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 559/212 BOT CHORD 2-7=-274/497, 6-7= 274/497 WEBS 3-6=-538/296 Scale = 1:22.5 �g o� GRIP 244/190 FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE A0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=5.Opsf; h=1511; 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) 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 100 lb uplift at joint(s) 6 except Q[=lb) 4=145,2=170. 6)'NAILED* indicates 3-10d (0.148°x3°) or 2-12d (0.148'x3.25') toe -nails per NDS guidiines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads '(PIf) Vert: lt4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 8L44(F=22, B=22)10=_ 3 76(F8, B=-38)13=-36(F=-18, B= 18) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke Eeat Blvd. Tampa FL 33810 Date: October 23,2018 Job Truss Truss Type I Oty Ply T16399538 1581574-PSLP-VE LIARDO HJ7 Diagonal Hip Girder 2 1 Job Reference (optional ,_...,.... ., ,.. n�.m w.nm¢vomR p�eof emiaers nrssaomcn, i I ID:5HUNobellg4usFWXVJBvHWyOZgM-sKGIAvOOUAww62GiYnaeFLgkNr5A48RWC?xglpyOXia 3aA — NAILED NAILED ��» NAILED y 1 5-1-9 4-8 LOADING (psi) I SPACING- 2.0-0 CSI. DEFL. In (loc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.42 Vert(LL) -0.03 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ven(CT) -0.06 6-7 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=126/Mechanical,2=444/0-10-7,6=293/Mechanical Max Horz 2=206(LC 4) Max Uplift 4= 131(LC 4), 2= 189(LC 4), 6=-115(LC 8) FORCES. Qb) -IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD !2-3=-660/259 BOT CHORD :2-7=-335/590, 6-7= 335/590 WEBS 3-7=0/270,3-6=-637/362 Scale = 1:22.8 PLATES GRIP MT20 2441190 Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid telling 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=15ft; Cat. II; Exp C; Encl., GCpi=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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in al I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between♦ the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=1b) 4=131, 2=18916-115. 6) -NAILED' indicates 3-1 Od (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guldlines. 7) In the LOAD dASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) I Standard 1) Dead + Roof give (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 7-4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 1=44(F=22, B=22) 1 0=-76(F=-38, B=-38)13=-36(F=-18,B=-18) Joaquin Valet PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: October23,2018 ®WARNING-Varlfydsslgnparsmetara nd READ NOTES ON THIS AND INCLUDED MNUCREFERANOEPAGEMO.74"na. IGU 015 BEFORE USE MRek9 this dedgn Is based only upon parameters shown, and Is for on milNdual building component, not �� Design valid for use onty NAkI conrcectors. a truss system. BQfore use.Ihe bulltlllsg tleslgnes must vetlfy me alai IlcabOlty oltleslgn parameters and poperly Incorporate thh design Into ire overall building design &acinglntlk-aletl is to prevent tackling of lntlMtlual buss wep and/os cnord members oNy. Adtlitlwwllemporary and permanent bracing MiTek S always reaulretlfw stability and to Prevent collapse wan posWle personal lnlury and Property damage. For general guidance regarding the tobrbailon sto¢ige, delivery, erection ontl bracing of imssesand irusssystems, seepN5Uryl1 GUDIRy ClEedO, OSB-09 and BOSI BUBDOSB CpmponRnt a9e4 Parke Eels Blvd. 6904 P rk SD/efvinbrtnat/0rwailable bon truss %ate Insatute. 218 N. tee Slreef. Salle 312. Plexandea. VA 22314. East D Jab Trus01s Truss Type 1 Oty Ply T16399539 1581574-PSI-VEIARDO K Hip 1 1 Job Reference o tional onton9 1 Builders Fusl5ourle, Fort Fleas, FL a4e4b".«�5..e`....'..^^"^••"""•••-"""-•"'---------- — -- I D:5HUNobellg4usFwXvJ BvH W yOZgM-KKggN FPOFU2njC W 6V6tnZNrRFTgpYHfOfhDgFyOXiZ 6.4-8 1 -2-1 14-7-8 6.4-8 5-2-1 3-0-14 5x8 = 4X6 = 6.00 F12 4x6 3x6 11 3X4 = 3X8 = 3X6 11 Scale = 1:58.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) .0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) -0.00 5 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 132 lb FT=20% LUMBER- I BRACING - TOP CHORD 2i 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 SP N0.2 except end verticals. WEBS 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i WEBS 1 Row at midpl 2-7, 2-6, 3-6, 4-5 REACTIONS. (Ib/size) 8=530/Mechanical, 5=530/0-3-8 Max Ho¢ 8=108(LC 12) Max Uplift 8= 125(LC 12), 5=-172(LC 12) Max Grav 8=562(LC 2), 5=530(LC 1) FORCES. (Its) -IMax. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2--322/261, 2.3= 162/253, 1-8= 472/409, 4-5=-503/521 WEBS I1-7=-110/297,4-6=-358/393 I 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., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and night exposed;C-C for members and forces & MW FRS for reactions a own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belwee� the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except gt=lb) 8=125, 5=1721 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNINO-Veilry Jeslgn pnrumefernand REAONOTES ONTHK ANOWLLDDED MITEKHEFENANCEPAGEMIFTdT3 rev. f0I03/1015 HEFORENSE Dee valid for urea ywllh M"Iconneclors.lNs design is based oNy upch parametersEhown. antlls for afaWlNdual bulidlrig compoheni,trot jY� a truss system. Before use. the buck' tlesignor must verify the al IcaNlity of tlesign parameters antl ptopeny Incorporate ih5 design Into the overall bulltlirxl tleslgn. baring indicated lsto pre_e'Wckling oflrxilvltlual hussweb antl/or chord members only. Atltllnonal temporary and permanent bracing ■�• MiTek' R always requlrey for stability and to prevent coll�sse wnh possaNe persorwi InluR' orid propeM dame. For general guitlmce regarding the fabrkaaoM, star e,delivery. erection antl bracing of pusses and frost systems, seeAM$1/IPIF Oualgy C2eM, D6B-0P entl lC.41DUP0hly ComponM 6904 Parka East Bivd. e�aw,� ......,h......rv,nhle bnm T„mo Glnln lndlh,1c" a lee 51rew1.5ultw il9. Nexanitla. VA a,ar Ta a, FL 33610 K02 IHip I 1 1 TOO—. ,FI 34045 8.220 S C T15399540 6.00 12 5.8 4x6 =3x4 C 2 3 4 3x6 2x4 11 3x4 = 3x6 = 3x6 11 Scale=1:54.3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(l) -0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 j Lumber DOL 1.25 BC 0.45 Ven(CT) -0.17 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES We 0.60 HoTz(CT) -0.00 5 n1a n/a BCDL 10.0 I Code FBC2017rrP12014 Matrix-SH Weight: 129 to FT=20% LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2z4 SP N0.2 WEBS 2z4 SP NO.3 REACTIONS. I knva,ze) 8=530/Mechanical, 5=530/0-3-8 Max Hom 8=96(LC 12) Max Uplift 8= 126(LC 9), 5=-199(LC 9) 1 FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 11-2=-311/243, 1-8= 502/396, 4-5= 584/478 BOTCHORD 6-7=-254/243 WEBS 3-6=-30B/396, 1-7=-179/380, 4-6= 493/582 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-7, 2-6, 3-6, 4-5 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf;1 if, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 3) Provitle adegL�aI drainage to prevent water ponding. 4) This truss has Ran designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) •This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Refer to girdef(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) except at=lb) 8=126, 5=199! I I I Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: October 23.2018 I ®WARNING -Veiny design paremetersand READ NOTES ON TMM AND INCLUDEDMIlEx REFERANCE FACE MM74731.1121M3T2OIS BEFORE USE eene �� 0edgn valid bs use oMy with MlTelt9 conneclors.7Nsdesign S bosad only upon parameters shown, antl Info! an IMMtlual Welling component, not a truss system. Before use. the Milan, designer must verify the appllcablllly of design parametersd ptop anetlthh y Incorporate design Into the overall AOOlnonoltemporarylmtlpermanentbracing MiTek' Wllding design. Bracing Indicated is to prevent WCkiing of Individual hussweb and/or chord members only. is always requlreal for stadlih/ and to prevent collapse with possible personal lnlury and properly damage. Forgeneral guidance regarding the fabricalbn. storage, delivery, g , erection and bract of trusses and truss systems- aaaANSg1911 OuaNy Ciftil DW49 and BCSI Bu9delg Com➢anent Salefylniormailanavdtable from Truss Plate Insttute, 218 N. Lee Street. SUIte 312. Alexandria. VA 22314. 6904 Parke East Blvd. East Te a➢aParke Truss Truss Type r ,uly Fly K03 Half Hip 1 1 _o._..., o o.o.c 8.220s( T15399541 3-0-0 B-7-15 147.6 3-0-0 5-7-15 5-11-7 6.00 12 5x8 = 2x4 3x4 = 2 3 B 4 2x4 Sx6 = 3x6 = 3x6 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TOLL 20.0 Plate Gffp DOL 1.25 TO 0.46 Vert(LL) -0.21 6-7 >823 240 TCDL 7.0 LumberDOL 1.25 BC 0.72 Vert(CT) -0.36 6-7 >484 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) -0.00 5 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Malrix-SH LUMBER- I TOP CHORD BOT CHORD 2z4 SP No.2 *4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (b/size) 5=530/0-3-8, 7=53O/Mechanical Maz Horz 7=71(LC 12) flax Uplift 5=-242(LC 9). 7=-162(LC 9) Max Grav 5=564(LC 2). 7=555(LC 2) FORCES. (Ib) IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2931257, 3-4= 292/258, 4-5=-491/467 WEBS 3-6=-362/453,4-6=-414/470, 2-7=-413/325 Scale: IIW=l' PLATES GRIP MT20 244/190 Weight: 113 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 of, puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 1 Row at midpt 4-5 NOTES- 1) Wind: ASCE 7-10; VU1t=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) 0-1-1210 11-5-13, Iniedor(1) 11-5-1310 14-5-10 zone ; cantilever left and right exposed ;C-C"a' members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water panding. 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed far 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 she"' =10.Opsf. 5) This to girdef(s) for truss to Truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(,) except 0t=lb) 5=242, 7=162. Joaquin Velez PE NoA8162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WARNING- Verity design Parameters ad READ NOTES ON THIS AND INCLUDED MNEKREFERANCE PAGEMIF74TS rev. 100JQU15 BEFORE USE �� Daslpn valid for (Ise only Wit,MITekb connectorsINS design h bm bored any Upon parameters shown. coal IS for an Individual tored1 g component, not a truss system. Before use, the twlidirg designer must vemy,the appllcab0lty of design parameters and properly Incorporate lob design Into the overall Addiliorwllemporaryandpeimanentbracltg M!Tek' forgoing deslgn.l Waring lndlcaled lsto prevent bucklirg of Indivklual tnusweb and/or chord members only. a olWays required for sfoNt"y and to prevent collapse with paWN.refsorwl injury and property damcge. FIX general guIdance regarding the fabilcation.storage, delNery, erection and bracing of fuses and fares systems. seeMSU1Pll GaalgyG adlz DSgl9ane BCSl Bagd018CamPonont SafeRom Truss Institute. 218 N. Lee Sheet. Suite 312, Alexandaa. VA 22314. NfnMrtnalbrnvallable 6904 Parke East BN d. Tampe,rL Eate Job Truss Truss Type Ary Ply T15399542 1581574-PSLP-VE AR DO K04 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 5 UCt 52U18 MI I OK mnustrles, Inc. Tue UC[ Zu 1Z:U1:41 2016 Page i I D:SHUNobellg4usFwXvJ BvHW yOZgM-16Vo7GRvYPOMbfZUndfaPB7OpSSZOI57dvuRayOXi W 1-0-0 7-7-15 14-7-6 bP0 6-7-15 6-11-7 6.00 12 5x6 = 2x4 11 2x4 11 2 3 8 3x6 5xe= 3x8 = 3x6 II Scele =1A2.0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.16 6-7 >999 180 BOLL 0.0 ' Rep Stress ]nor YES We 0.62 Horz(CT) -0.00 5 n1a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix-SH Weight: 107 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, BOT CHORD 2z4 SP No.2 except end verticals. WEBS 2X4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=530/0-3-8, 7=530/Mechanical Max Harz. 7=14(LC 12) Max Uplift 5-224(LC 8), 7=-191(LC 8) Max Grant 5=547(LC 2), 7=539(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (ib) or lessexcept when shown. TOP CHORD �-3=346/273, 3A 346/273, 4-5=-474/431 WEBS 2-6=-239/382, 3-6— 4241513, 4-6=-369/464, 2-7=-518/522 NOTES- I 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE ir10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) 0-1-12 to 9-5-13, Interior(1) 9-5-13 to 14-5-10 zone; cantilever left and right exposetl ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in al I areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit betweeri the bottom chord and any other members, with BCDL= 10.0psf. 6) Refer to girders) for Truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except gt=lb) 5=224, 7=191) Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tamps FL 33810 Date: October 23,2018 I READ y3mIvIdu22af5 BEFORE USE. fy tleyWlh olgnIs AND INCLUDED MIfEKAEFEBANCEPAGE nsailNOTES MITaklreand Designvalid foror only. tie Mlieking isfor DesmAWARNINGdfor u design Is baudoNyuponparametersshown,antlisfor an Ydlporat designer MIS descomponent,rat a puss system. Before use. the aced! building designer must lingo the aidual Truss a andn parameters and s only. Incorporate this design Into the overall building design. &acing lydicatetlls to Wcklllg of ildlvltlual truss web and/orohord members only. Adtlllional temporary antl pelmaneN bracing MOW prevent Is always inquired tar statelllty and to prevent collapse Win possible personal injury and property damage. For general guldance, regardag the fabrcatb¢ stom6e,delivery, erection and bracing of trusses and truss systems. seeANSUGR Oua�Cel DSB49 and SCSr BuOdl Component 6004 Pecks East Blvd. Salblybdonna0prnvaliabie from Truss Rate Institute, 218 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Tmss Truss Type afY PIY T15399543 I 1581574-PSLP.VELARDO K05 Flat 1 1 Job Reference (optional) n ,.,.n _ n_. lee n,e not o3 ».m.a1 9n1H Pana 1 bullaer5 rrmlJoall B, I run rleuo, r� ovava 2x4 11 7 2 8 3x6- Scale=1:34.2 3 3x6 II 3x8 — 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) Wait L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.12 5-6 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.53 Horz(CT) 0.00 4 No n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 93lb FT=20/ LUMBER- BRACING - TOP CHORD 26SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. I REACTIONS. pb/size) 6=530/Mechanical, 4=530/0-3-8 Max Uplift 6=-222(LC 8), 4=-222(LC 8) I FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-468/417, 1-2=-416/280, 2-3— 416/280, 3-4=-468/417 WEBS 11-5=342/504, 2-5=-454/505, 3-5= 342/504 I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15f; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 14-5-10 zone; cantilever left and right exposed ;C-ClIfor members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adegJate drainage to prevent water pending. 3) This truss has' been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girdef(s) for truss to truss connections. 6) Provide mechlanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except Qt=1b) 6=222, 4=2221. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Carl 6834 6904 Padre East Blvd. Tampa FL 33610 Date: ! I..k-00 On4O I I A WARNING-vPally design pammerersentl AEAD NOTEg ON rNIe AND INOLUDED MREK REFERANCE PAGEM0.7473 rev. 1Daarz01➢BEFORE USE DFoo Valid for Use oNy kAth Maek9 connectors. fits tleslgn n based oNy upon parameters shown, and Isfor rm eWlvldual building component, not a nuns system. 86foro use. Ble bulltling designer muss verify fiw appllcabelty of tleslgn parameters and propery Incotpowte Ihls tleslgn Into the overall bulldingdesign.l&acinglndbatetlisfopreventWcklingoflntlNlUuallmsswebarW/orohortlmembersonly.Adtllllorwltemporaryantlpermanentbrgcing MiTek' k oiways requlretl for stablllly and fo psevpnf colkgose wah possaale personal InWW gntl properly damage, For general guWonce regarUing the fgMlcatlon stowge, tlelNery, erection arxe bracing of ilusses antl tmss rystems, seeANgl/(pll CuolBy C2eM, DSB-09 and BCSI Bu➢tllny Componunl 6904 Parke Eest BNtl. Svlety NblmplbmvallaGe hem truss Plate Institute. 218 N. Lee Sheef. Suite 312 PoexmMep. VA 22314. Tampa, FL 33610 Job Truss Truss Type r Ory Ply T15399544 I581574-PSLP-VEI RDO K06 Flat 1 1 Job Reference (optional) tlullaers mrsibource, aeera 1 2x4 II 3.6 = Scale = 1:29.1 13x6 7 2 8 3 uza = LOADING (Pat) 1. SPACING- 2-0-0 CSI. DEFL. In (too) WellIJtl TOLL 20.0 Plate Grip DOL 7.25 TO 0.59 Vert(LL) -0.06 5-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.12 5-6 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.52 HOR(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2X4 SP NO.2 WEBS 2z4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=530/Mechanical, 4=530/03-8 Max Uplift 6=-222(LC 8). 4= 222(LC 8) FORCES. gb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 11-6-A68/417, 1-2= 506/340, 2-3=-506/340, 3-4=-468/417 WEBS 4-5=388/571, 2-5= 451/502, 3-5— 388/571 EM. PLATES GRIP MT20 244/190 Weight: 87lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteaor(2) 0-1-12 to 6-1-12, Interior(7) 6-1-12 to 14-5-10 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This buss has lbeen designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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) except Qt=1b) 6=222,4=222: I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date: i-..,-..-.-.. , ®WARNING- VeNlydeslgnparameters and READNOTES ON MIS AND INCLUDED MMEKREFERANCE PAGEM&7473nn, 10010201SEEFOREUSE. Design vaild tot qse only with MI/ek4 connwctm. lNsdextgn x based only upon parameters shows and kfor M hdiNduai Wading COMWheht, not a truss system. Before use, the Wlding designer must verify the applicability of design parameters and proleady Incorporate thb design Into the overall is to Wck9ng Individual truss web and/or chord members only. Addllimal temporary and peancnent bracing MiTek' bulldIng design. Prolong Indicated prevent of is always tegWre lfor stabllity and to prevent collapse with p ruble persouat lnju and property damage. For general guidance regardarg the fabrloation, storage. delivery, erection and bracing of sums and hum systems. weANSLIMI CuoMy CA19M. DSB4P and SCSF BuBday Component 6904 Parke East Blvd. Safety arprreaRamvatabte from Truss Plate Insflture, 218 N. Lee Street, Sure 312, Mexard0a, VA 22314. Tempe, FL 33610 Job Truss Truss Type cry Piy I T15399545 1581574-PSLP.VEI)ARDO K07 Flat Girder 1 7 Job Reference o tional 6UIIders FlrstSource, fort Mace, rL Daava .. .•""'"• •"^••. I•^•• --'-'-- ID:5HUNobell g4usFwXvJBvH W yDZgM-hUdZOyT94Og4gzjsv2h3Uc4emG9gUjs000_W SyOXiU 7-3-11 14-7-6 7�-11 7-3-11 Scale = 1:27.1 NAILED = i3x8= N3x6 1 AILED NAILED NAILED NAILED NAILED NAILED 3x8 R 9 2 10 11 12 3 I I 3 M 5 5 16 17 8 6 NAILED NAILED MILLU 5xe 4x6 III NAILED ,rnii�u vrn�w q 4x6 II LOADING (pat) SPACING- 2-0-0 CS. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Ghp DOL 1.25 TC 0.94 Vert(LL) -0.12 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.26 4-5 >668 180 BCLL 0.0 Rep Stress Incr NO W B 0.83 Horz(CT) 0.00 4 n/a rVa BCDL 10.0 Code FBC2017/IPI2014 Matrix-SH Weight: 81 Its FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc puffins, BOT CHORD 2z4 SP No.2 except end verticals. WEBS 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. I REACTIONS. (Ib/size) 6=1112/Mechanlcal, 4=1095/0-3-8 ax Uplift 6=-534(LC 4). 4=-525(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 11-6— 960/591, 1-2=-1364/656, 2-3= 1364/656, 34— 949/580 WEBS 1-5=-696/1445, 2-5=-887/808, 3-5=-696/1444 NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsQ h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This muss haslbeen designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This miss 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 betweO the bottom chord and any other members. 5) Refer to girder �(s) for truss to truss connections. 6) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 100 Its uplift at joint(s) except at -lb) 6=534, 4=525 i 7) "NAILED" indlsetes 3-1 Old (0.148'x3') or3-12d (0.148°x3.25') toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) 'Standard 1) Dead Root L�Ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: toads 4-6= 20 Concentrated Loads (lb) Vert: 6=-58(B)2=-105(B)7=-105(B)8=-105(B)9=-105(B)10=-105(B)11=d05(B)12=-105(B) 13= 58(B)14=-58(B) 15=-58(B) 16=-58(B) 17=-58(B) 18= 58(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October23,2018 A WARNING -Ise4desl9npammeterson4READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIbT4M3 IMOMISBEFOREUSE Desgn ivdid for use only will, MITekfs connectors. INS deslgh Is based only Upon parameters shown, and Is for an Individual bUldng ootnpoherrL not a truss system. Before use. the bantling designer must vellfy the applicability of design parameters and properly Ina ,ormk, Ihb design Into the overall building design. &acing lrWicated is to prevent Duckling of lndlAdud truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always walukecl for staNilly and to prevent collapse with possbte personal hfury and properly damage. For general guidance regarding the fabllcatioo. storabe, delivery. erection and bracing of trusses and puss systems. seeANSUIPII CUDRy CIDeM, DS949 pnar BM Bu/dNM CDmppnent 6904 Parke East Bye. SphtylnMnnplbmvallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexandtla, VA 22314. Tampa, FL 33810 i Job Truss Truss Type Oty Ply T15399546 1581574-PSLP-VELIARDO L01 Half Hip Girder 1 1 1 Job Reference (opt bona Builders FirstSource, Fort Piece, FL 34945 8.4GU s Oct 62018 MITek Industries, Inc. Tus Oct 23 12:07:44 2018 Page 1 I Io-sHUNnhella4usFWXVJBvHWvOZaM-9hBxelUnrKowS712SICIlgdzvgXSDMGYpbeY2VyOXiT fl ST1 5-0.0 6-11-4 5-0-0 flit-4 Special NAILED 6,8 = 2x4 II 2 7 3 3x8 = NAILED 0 6 ST1.5x8 STP= Scale = 1:31.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.04 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD BOT CHORD 2z4 SP No.2 WEBS 2z4 SP No.3 *Except' BOT CHORD 36:2x6 SP No.2 REACTIONS. (III/size) 1=298/0-7-10, 6=488/0-7-4 flax Harz 1=126(LC 8) Max Uplift 1=-115(LC 8), 6=283(LC 8) FORCES. (lb) -IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-365/125, 4-6_ 488/283 BOT CHORD 11-5=-162/268, 4-5=-159/279 WEBS 2-5=0/316,24=489/279 Structural wood sheathing directly applied or 6-0-0 oc purllns, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). NOTES- 1) Wind: ASCE 7,-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it; Cat. II; Exp C; Encl., GCpi=0.18; Mfa1FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water poring. 3) This truss haslbeen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss In s been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweel the bottom chord and any other members. 5) Bearing at jolnt(s) 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beOng surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=11a) 1=115, 6=283! 7)'NAILED' Indicates 3-10d (0.148"x3") or3-12d (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) 144 111 down and 255 Ib up at 5-0.0 on top chOrd, and 114 Ib down at 5-0-0 on bottom chord. The design/selectlon of such connection devices) is the responslb111ty bf 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)I Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load's (pit) . Vert: i1-2= 54, 23— 54, 1-4=-20 Vert: 5=-70(F) 2=-137(F) 7=-75(F) 8=-32(F) Joaquin Velez PE No.68182 MITek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October23,2018 ®WARNING -VeIKlydes/SDpammoremeed READ NOTES ON MIS AND INCLUDED NITEKREFERANLEPAGENIF14Ta rev. 1ON342015 BEFORE USE Des19M1 Vailtl for Use ohly Win Mlleds, ctor. IhlsdaSm b based only upon parameters shown. and Is form aWlAanol bUlding component not a truss system. Befge use, the bHitllrg designer must verify the applicab0lty of design parameters and properly Incorporate this design Into Iha overall hooding design. aacing lMicated is to prevent buckling oflndNldual wss web arxi/or chord members only. Additional temporary and permanent bracing iwiTek' h always regNretl for stability and to prevent collcWse wtlh pos9ble lxrsorw11n1ury and propedy damage. For general guidance regardlrxl the fabncatbn, stordge,delivery.emcllon and bracing of lmssesantl lrusssystems. seopN5VIP11 Ouoldy CrRerb, 05Bd9 and BCSI BuBding Camponmf 6904 PeBe East BNd. Tn a FL 33610 o�P L'al0tymbmrafbmvallable from truss orate In511Me, 218 N. Lee street. Sulfe 312 Plexarrtltla VA 22314. Job i Truss Truss Type Oly Ply T15388547 �11574-PSI.P.VEILARDO59 V01 Valley 1 1 j Job Reference (optional) Builders Fustian(oe, Fort YIeC9, FL'J494b I6 416 = 2x4 11 2 3 5 4 2X4 i 2x4 II 2M II LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (10c) I/deft Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ved(LL) rJa - rVa 999 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n1a 999 BCLL 0.0 I' Rep Stress Incr YES W B 0.08 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2X4 SP N0.2 BOT CHORD 64 SP No.3 WEBS 2X4 SP N0.3 I REACTIONS. Qb/size) 1=125/5-6-8, 4=33/5-6-8, 5=198/5-6-8 tY1ax Herz 1=84(LC 12) Max Uplift 1= 38(1_0 12), 4_ 32(LC 8), 5=-66(LC 12) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 12-5=-129/272 Scale=1:14.6 PLATES GRIP MT20 244/190 Weight: 20 He FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins, except end verticals. BOT CHORD Rigid telling 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=5.0psf; h=15ft Cat II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extehor(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) Provide adequate drainage to prevent water pending. 3) Gable requireb conOnuous bottom chord beadng. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Provitle mechanical connection (by others) of truss to beadng plate capable of withstanding 100 lb uplift at Joint(s)1, 4, 5. I , Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 O WARNING-Veilfy deargop—arerereandREAD NOiEa ONTNIS 4Ne INCLUGEG MREK REFERANCE PAGE Ma-]4l3 rev. f0/eL3015 BEFORE USE Design Valid for use oNy With Mnelt® connectors. fhd design Lt timed oNy uraon parameters shown. and s for an IntllNdud Wlldlrlg component not a tsus system. Bbtore use, rtw bulltling deslgnor must Veafy the opplicablllly of design pawmeters and properly Incorporate ruts tleslgn Into the overall buckling Individual truss members oNy. AtlNrloral temporary and permanent bracing MtTek• bulitling design.&acing indicated hlo prevent of web and/orchord 5 always required tab-Icarlon. sfo for slabllily red to prevent collapse with pesslde persoswllnlury arui propeM damage, for generalgWdance regarNlsg the 8e, dellvery,erecilon and bracinget busses orrounss sysrems, seeANSU(pli CualOy CIMM, Daad9 and RC5l Bugdbrp Componpn/ 6e04 Parke Eesi BNtl. a.mw.r.n,.rao knm ni we Mniw Incab aw era N. caw ftrwwr. V,Irw aly_Alevand4a.VA�x314.. Tanga, FL 33610 Job Truss Truss Type ' Qty Ply T75399548 1581574-PSLP-VEL'AflD0 V02 Valley 1 1 j Job Reference o aon-- ^ ^ ^ ^c ^^ o euauers nrsloowre, ruu rieue, rye»e+o ID:SHUNobellg4usFwXVJBVH WyOZgM-53Jh2_V2N#ehOSRaAFm6FiJFTErhFVJrGvde6nyOXiR 2x4 11 Scale = 1:24.4 3 2x4 1, I I 2x4 1142x4 I LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 I BCLL 0.0 t' BCDL 10.0 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 BC 6.18 WB 0,14 Matrix-SH Vert(CT) Hori(CT) n/a - -0.00 4 n/a n/a 999 n/a Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 as puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP NO.3 BOT CHORD RIgId ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. gib/size) 1=89/7-6-8, 4=11017-6-8, 5=3052-6-8 Max Horz 1=168(LC 12) Max Uplift 4=-65(LC 12), 5=-178(LC 12) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 11-2=298/114 WEBS 2-5=-235/457 NOTES- j 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18: MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9. Interior(1) 6-7-9 to 7-5-4 zone; cantilever left and right exposed ;C-C for memtiers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requirei continuous bottom chord. bearing. 3) This Imss hasjbeen designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4)' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) 4 except at --lb) 5=178. I i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: VULVWVI GJ,GV IV I ®WABNWG-Ve±lly Eesign paremerers en4 aEAD NOTES ONTH/g AND INCLDDED MREKflEFEMNCEYAGEMIh]4]3 rev. 1d0arz0159EFO. USE Design valid for Ilse only WIM MnekQ> connectors. This design 6 baretl oNy Uppn parameters shown, and Is (or an IndlvlWwl bUtldlrg componeni.lmt a Inns system. Before use, the bulltling designer must velih the apWlcablllh of design pgrameiers arM properly Incorporate Ynk design INo the overall Wckn lntlivldual Muss membersoNy. Atldlaorwl temporary anti permanent bracing {�� qA butlding design. ;&acing indl -d is to pre vent of weband/or chord & always requlre(1 for stablllty and to prevent collapse wllh possible personal erlury and propeM damage. For general guidance regartllrg the IYI!TBk• fabrbatbn.storage, delNery,erectloa and bracing of trusses and Imss systems,seeANSt/1pIF Ouelg9Ca no-DSB-09antigCal BuId Com➢onml 6904 Parke Eazt BNtl. Tangs, FL 33610 Salafy MlormalbnNdlable ff.m Truss Plole InstlNte. 219 N. Lee Sireel. Suite 312. Plexondtla VA 22314. I Job Truss Truss Type r qty Ply T15399549 1581574-PSLP-VELARDO V03 Valley 1 1 Job Reference o tional eunaers rlrstsourice, ror[ nece, IL arero Y 6 d ID:SHUNobellg4usFwXVJBVH W yQZgM-53Jh2_V2Nx2ehQSRaAFm6FiHJTCyhF4rGvde6nyQXiR 2x4 II 3 2x4 G 2x4 II 42x4 [I LOADING (par) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) Wa - n/a 999 TCDL 7.O LumberOOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL O.Oi Rep Stress lncr YES WB 0.16 Horz(CT) -0.00 4 We We BCDL 10.0 Code FBC2017/TP12014 Matrlx-SH LUMBER- BRACING - TOP CHORD 2x4 SP N1.2 TOP CHORD BOT CHORD 2x4 SP NO.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2z4 SP No.3 REACTIONS. (lb/size) 1=118/9-6-8,4=139/9-6-8,5=395/9-6-8 Max Harz 1=218(LC 12) Max Uplift 4= 82(LC 12), 5= 231(LC 12) 1 FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD ru1-2-362/138 WEBS 12-5=-289/553 I Scale=1:30.1 PLATES GRIP MT20 2441190 Weight: 38lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purilns, except end verticals. RIgId ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsl; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7.9 to 6-7-9, Interior(1) 6-7-9 to 9-5-4 zone; cantilever left and right exposed ;C-C.for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Jolnt(s) 4 except Gt=lb) 5=231. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cert 0034 6904 Parke East Blvd. Tampa FL 33610 Date: V V 1V VGI GJ,GV 1 V AWARNING READ NOTES ONn 4 flEFEflheenPAGE OIS BEFORE USE Mnerersor is UAND sad only Upo era IS for Minvvidual hIadin g component, not for Use Dory NAM M11eft9connec Design veadfVerify wry design h bused oNy upon P]rIXloara shown. entl Is for an Icorooral this , d ng designer must verify the appiicabllny of design Parametersand prom.. ddI10 l to mils rarV n Into the overall a truss system. Befwe use, er must system. Atldlllongidancealyantlpermanenf bracing MiTek' di aced Indicated to toprevent lainseDuckling ofossiltlualrsonweband/or OP dalWiO.Fo baldingrequire for stability Is loandaysn.stoetlforstiveryeretonand raompse wllhlsandepe systemluryantllsor Qua mage. For generalnd OCceregar inx;Co the bracing of CAerb, OSa49 and BC51 Bu0tlNg Component ssale312.Alex 6904 Parke East BNE. 18N..Streseel Alexandria, VA 2231ffly So/ety In/oppalbmvdiable from Truss Plane Institute. 218 N. Lee Steel. sale 312. Nexandtla. VA 22314. Safety Infasallona enable fora Truss Tampa, FL 33610 Job Truss Truss Type r .Oty, Ply T75399550 1581574-PSLP-VELARDO VO4 Valley 1 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 62018 MITek Industries, Inc. Tue Oct 23 12:07:472018 Page 1 I D:5H UNobel lg4usFwXvJBvH W yOZgM-ZGt4GKW g8FAVJal dBtm7fSFSntVIOi KyYMCfEyOXiO 10-2.2 11-7-0 10.2-2 1-4.14 4x6 = 2x4 11 3x4 i 7 6 5 2x4 11 2x4 II 2x4 11 Scale:3/9"=1' LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.36 Ven(LL) Na - n/a 999 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) rda - Na 999 BCLL 0.0 Rep Stress lncr YES WB 0.16 HorZ(OT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 52111 FT=20% LUMBER- ' BRACING - TOP CHORD 2z4 SP NO.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, BOT CHORD 2z4 SP NO.3 except end verticals. WEBS 21 SP No.3 BOT CHORO Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-6-8. (lb)- Max Harz 1=237(LC 12) Max Uplift All uplift 100In or less at joint(s) 5, 6 except 7=-255(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 1, 5,6 except 7=431(LC 1) I FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD I1-2=-354/142 WEBS 2-7=302/550, 3-6=-146/269 NOTES- I 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., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9. Interlor(1) 6-7-9 to 10-2-2, Extedor(2) 10-2-2 to 11-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss haslbeen designed fora 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 an 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) 5, 6 except gt=lb) 7=255. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Temps FL 33610 Data: October 23,2018 ®WARNING -Veilly design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANGE PAGE AN 74T3reV. 1"32015 BEFORE USE. *� Design valldfor dse oNY Win MlTeM connectors. This design is based only upon parameters shown. end is for an lndlNdual beading component,net a inns system. B9fore use, the building designer must vedfy the aRelcoUlty, of design Parameters and properly Incomorate this design Into the overall bWtlingdeslga. &achO Indicated is to prevent buckling otridMdual buss web and/or chord members only. Moritonaltemporaryandpermanentbracing i.��■ MtTek• S always required for stability and to prevent collapse Mm poss6�le personal Injury oea propeM damage. ror general guldcace regarding line (abncatlon, storage, delivery, erection and bracing of Imssas and truss systems, sesANSVlplt 9uO/By CrEelb, DS949 and 0=1 Building Component 6904 Parke Eest Blvd. Park. SD/etyNblmONenwallable fern Truss Rate Institute.moa, e. 218 N. Lee Street, Wife 312, Mexandda, VA 22314. Te 33610 Job Truss Truss Type r ' Wry Ply T15398551 1581574-PSLP-VEARDO �V05 Valley 1 1 Job Reference (optional) 8uflaers Flrstsoumo, I I FOn Ylece, rLJ4B40 v 8 ID:5HUNobellg4usFwXvJBvH WyOZgM-1 SOSTIXIvYlMwkbghbHEBgoeAHwH9B77kC61BgyOXiP 3 2x4 i 2.4 II LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.26 Vert(LL) We - n/a 999 TCDL 7.0 4 Lumber DOL 1.25 BC 0.18 Vert(CT) (Va - We 999 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix-P LUMBER- BRACING - Scale =1:12A PLATES GRIP MT20 244/190 Weight: 131b Fr=20% TOP CHORD 2�41 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2j 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=114/3-9-12, 3=114/3-9-12 Max Harz 1=76(LC 12) Max Uplift 1=29(1-0 12), 3= 67(LC 12) FORCES. (lb) -IMaec Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- I 1) Wind: ASCE 7-10; Vult=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft-, Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;G-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweerj the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at (olnt(s) 1, 3. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 23,2018 ®WAgNING-Vo�lrytlesign Design vaild tot llm parameters antl aEAe NOTEa ONTNIS AND IMLLUOEa MflEKNEFEHANCE PAGE MM1)4)3 rev. 1a/03Ra1a BEFORE USE.*�j oNy wlfh Mlrekta connodors. this design kbased oNy Upon paameters shown, and is tot an kxllWdual WYtling comppnen6 rut a Tmss system. B@tae bulltlirxl de n. Lt always requlrefl use, the Wlidlrg dougner must vetlty the applicabolty of design parameters and properly Incorporate Ihls tleslgn Into the overall Ilao.19 Indic'- is to prevent Wckling of(WMtlual Wss web antl/oroMrtl members only. Atldillotwl temporary antl permanent bracing for stability antl to prevent collapse wlih t oaaa'e persarml horsy antl property damage. For general guidance regardirp the a.�w iwiTek' (abticatbn, stowge, delivery, erection and baring of Vussesantl Tmss rystems seoANS//1p11 OualSy C2eM, DSSdp antl BGtl auStlNg Component SpblyNbtmafbmvolloble namT. note Insiiiute, 21B N. Lee Street. Suite 312. Alexantlea, VA 22314. 6904 Parke East BNe. Tampa, FL 33610 Job Truss Type ty Ply T75399552 1581574-PSLP-VE11RD0 �TV'0�(ss Valley 1 1 Job Reference o floral builders Mrstsource, "a Mace, rL aasab Y 0 2x4 G oy , ID:5HUNobellg4usFwXvJBvH W yOZgM-W e_qh?Xw(sODYuAOFIOTkIKtQhl7ueNHysrJj6yOXiO 2 3 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Weft Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.04 Vert(LL) ruts - n(a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - We 999 BCLL 0.0 t Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Scale = 1:7.4 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc pudins. BOT CHORD 2xII4 SP N0.3 BOT CHORD Rigid telling directly applied or 10-0-0 no bracing. REACTIONS. (Ib/slZe) 1=45/1-9-12, 2=33/1-9-12, 3=12/1-9-12 Max Harz 1=31(LC 12) Max Uplift 1=-11(LC 12), 2=-33(LC 12) Max Grav 1=45(LO 1). 2=33(LC 1), 3=24(LC 3) I FORCES. (lb) - IMaX. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7rl0; 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 Exledor(2) zone; cantilever left and tight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss haslbeen designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at jolnt(s) 1, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke Eaat Blvd. Tampa FL 33610 Date: October 23,2018 I Q WARNING- VaNty design Paramouis and AEAO NOTES ON THIS ANO INOLUOE0 MREKREFERANOE FACE Mg-14)amv. irNa3R415 BEFORE USE. DeSgn valid for dsa only wtlh MReI� cvnnecfors. this tles{gn l: based only upon parametem strown, antl h for ar IndMdual beetling component, not �� otrusssyslem. fore use. the builtling tleslgnermusiveafy thealXNicablllty of design parameters oral popemy Ncorporate thk tleslgn Into the overall bulltling deLgnracing attlicatedls toprevent buckling ollnoMtlual Vass web antl/or chortl members oNy. Atltlllional temporary and permanent braclrx3 iwiTek' R olwayx requhed for siabllllya.d to prevent collapse wlih posWle personal Injury antl popemy damage. For general guidance mgartling the 6904 Parke East BNd. fabric.,ion. storahe, tlelivery,ewcllon arW bracing of imssesand Vusssystems seep/y6U1P1IOwIay C2aM, O38-0g and BC51EWHdNy Component 50loty (n'mrss V.11abie aom Truss Plate Insutufe, 218 N. Lee Mree1. Sulfa 312. Nex.n". VA 22314. Te aFL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 374 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 71 For 4 x 2 orientation, locate plates 0-'AEA from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location detaf7s avallable in MfTek20/20 software or upon request. Fir-TI-SO4 The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION I BEARING '7 Indicated 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. lndustryStandards: ----ANSI/TPII, National-DesignSpecificationfor-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 1 dimeshown in sixteenths (Draw scale) II----�I (Drawings not to scale) JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOIVT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unlessotherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative heated, or green lumber. 10, Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defection. 11. Plate type. size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green a treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Re_v_i%v all_porhons_of this design (front, back, words and pictures) before use. Reviewing pictures alone _ _ _ Is not sufficient. mi ieK MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 20. Design assumes manufacture in accordance with ANSI/1PI 1 Quality Criteria.